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11-1221 (SFD)t, - 110 P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: 11-00001221 Property Address: 52450 VIA DONA APN: 772-410-999-1 -298943- Application description: DWELLING - SINGLE FAMILY Property Zoning: LOW DENSITY RESIDENTIAL %pplirntinn vahlatinn- 700736 Annlirant- °F e(PQa&rw BUILDING & SAFETY DEPARTMENT BUILDING PERMIT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Owner: YOUNG, JACK & CATHLEEN 16755 CATENA DRIVE DETACHED CHINO HILLS, CA 91709/DI Architect or Engineer: ala -------------------------------------------------- LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals C de, and my License is in full force and effect. License Class: B Lice No.: 533670 Dat6l" >�� ontract �OWNER-_. DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5. Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's. State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: 1 _ 1 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_ 1 I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued ISec. 3097, Civ. C.). Lender's Name: Lender's Address: LQPERMIT Date: 2/21/12 Contractor: IU SUNROSE CORPORATION �� 212012 40101 MONTEREY AVE STE B1-214 Cr RANCHO MIRAGE, CA 92270 rr�, 0 F�A(1f/P (760) 773-6633 "�fP spr�A Lic. No.: 533670 Ps '�- ----------------------------------------------- WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work forwhichthis permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier STATE FUND Policy Number 1948056-2012 I certify that, in the performance of the work for which this permit is issued, I shall not employ any peisou in any manner so as to become subicct to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor e, I shall forthwith com y with those provi ' ns. atiO�/Applica t: WARNING: FAILURE TO SECURE RKERS' COMP SATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRI NAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1 . Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to buildingconstruction, and hereby authorize representatives of this county to enter '% Dat the above-mentioned pr r inspection purposes. /Dat/a ature (APPlicant or Ag U: Application Number . . . . . 11-00001221 ------ Structure Information 7,6.019F DWELLING/VB/RES-3/CLASS A [ENG] ----- Other struct info . . . . . CODE EDITION 2010 # BEDROOMS 5.00 FIRE SPRINKLERS 13D GARAGE SQ FTG 1313.00 PATIO SQ FTG 3435.00 NUMBER OF UNITS 1.00 1ST FLOOR SQUARE FOOTAGE 6595.00 2ND FLOOR SQUARE FOOTAGE 1006.00 ---------------------------------------------------------------------------- Permit BUILDING PERMIT Additional desc . . Permit Fee . . . . 2642.50 Issue Date . . . . Expiration Date . . 8/19/12 Plan Check Fee . . 1717.63 Valuation . . . . 700736 Qty Unit Charge Per Extension BASE FEE 2039.50 201.00 3.0000 THOU BLDG 500,001-1,000,000 603.00 ---------------------------------------------------------------------------- Permit. . . Additional desc . . Permit Fee . . . . Issue Date . . . . Expiration Date . . GRADING PERMIT 15.00 8/19/12 Plan Check Fee . . .00 Valuation . . . . 0 Qty Unit Charge Per Extension BASE FEE 15.00 ---------------------------------------------------------------------------- Permit Additional desc . Permit Fee . . . . Issue Date . . . . Expiration Date . . ELEC-NEW RESIDENTIAL 391.00 Plan Check Fee . . 97.75 Valuation . . . . 0 8/19/12 Qty Unit Charge Per Extension BASE FEE 15.00 7601.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 266.04 . 4748.00 .0200 ELEC GARAGE OR NON-RESIDENTIAL 94.96 1.00 ----------------------- 15.0000 EA ---------------------------------------------------- ELEC TEMPORARY POWER POLE 15.00 Permit MECHANICAL Additional desc . . LQPERMIT Application Number Permit . . . . . . Permit Fee . . . . Issue Date . . . . Expiration Date . . . . . 11-00001221 MECHANICAL 246.00 Plan Check Fee . Valuation . . . . 8/19/12 61.50 0 Qty Unit Charge Per BASE FEE Extension 40.00 6.0000 EA PLB FIXTURE 240.00 BASE FEE 15.00 4.00 9.0000 EA MECH FURNACE <=100K 36.00 2.00 11.0000 EA MECH FURNACE >100K 22.00 1.00 4.5000 EA MECH VENT INST/ DUCT ALT 4.50 2.00 9.0000 EA MECH B/C <=3HP/100K BTU 18.00 4.00 '16.5000 EK tviEl:H B/C s3-17MP/.,100K-500ICDTU GG:00 12.00 6.5000 EA MECH VENT FAN 78.00 1.00 ---------------------------------------------------------------------------- 6.5000 EA MECH EXHAUST HOOD 6.50 Permit . . . Additional desc . . Permit Fee . . . . Issue Date . . . . Expiration Date . . PLUMBING 320.25 8/19/12 Plan Check Fee . . 80.06 Valuation . . . . 0 Qty Unit Charge Per Extension BASE FEE 15.00 40.00 6.0000 EA PLB FIXTURE 240.00 1.00 15.0000 EA PLB BUILDING SEWER 15.00 2.00 7.5000 EA PLB WATER HEATER/VENT 15.00 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 1.00 9.0000 EA PLB LAWN SPRINKLER SYSTEM 9.00 11.00 .7500 EA PLB GAS PIPE >=5 8.25 1.00 15.0000 EA PLB GAS METER 15.00 ----------- ---------------------------------------------------------------- Special Notes and Comments 7,601SF DWELLING/VB/RES-3/CLASS A-FR/SPRINKLED [ENGINEERED] THIS PERMIT DOES NOT INCLUDE BLOCK WALLS, POOL, SPA, BBQ OR WATER FEATURES. 2010 CALIFORNIA BUILDING CODES. February 17, 2012 3:52:39 PM AORTEGA ---------------------------------------------------------------------------- Other Fees . . . . . . . . . ART IN PUBLIC PLACES -RES 1251.84 BLDG STDS ADMIN (SB1473) 29.00 DIF COMMUNITY CENTERS -RES 74.00 DIF CIVIC CENTER - RES 995.00 ENERGY REVIEW FEE 171.76 DIF FIRE PROTECTION -RES 140.00 GRADING PLAN CHECK FEE 15.00 DIF LIBRARIES - RES 355.00 LQPERMIT Application Number . . . . . 11-00001221 ---------------------------------------------------------------------------- Other Fees . . . . . . . MULTI -SPECIES (MSHCP) FEE 1254.00 DIF PARK MAINT FAC - RES 22.00 DIF PARKS/REC - RES 892.00 STRONG MOTION (SMI) - RES 70.07 DIF STREET MAINT FAC -RES 67.00 DIF TRANSPORTATION - RES 1930.00 Fee.summary Charged Permit Fee Total 3614.75 Plan Check Total 1956.94 Other Fee Total 7266.67 Grand Total 12838.36 LQPERMIT Paid Credited Due .00 .00 3614.75 1000.00 .00 95G.71 .00 .00 7266.67 1000.00 .00 11838.36 P.O. BOX 1504 Buildingr 78-495 CALLE TAMPICO Aririrocc 4—Z — y.�ilj 1/d!`�_ _�iir,G. LA QUINTA, CALIFORNIA 92253 ___ Ta6,4- Mailing Address yp ypl ;Z/ 41 C'tZip Tel. VVI III QUIUI Address -'ffl -/D!� cl �IpI lel. 720 7d;- --e State LIC L;Ity & Classif. 13 t 3 3 6 7 6 Lic. # Arch., Engr., Designer Address Tel. City (Zip (State Lic. # LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. SIGNATURE DATE OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5, Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Profes- sions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or im- provement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law) O 1 am exempt under Sec. B. & P.C. for this reason Date Owner WORKER'S COMPENSATION DECLARATION I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company ❑ Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation or less). I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT.. If, after making this Certificate of Exemption you should become subject to the Workers' Compensation Provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter the above-mentioned property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip WHITE = BUILDING DEPARTMENT APPLICATION ONLY BUILDING: TYPE CONST CCC. GRP. A.P. Number ? i 7 — 37o ^ 0o Legal Description 4l— Project Description u`ea 5 FR_ ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback frtan Property Line FINAL DATE Issued by: Validated by:— Validation: YELLOW = APPLICANT INSPECTOR Date Permit PINK = FINANCE Sq. Ft. Size 766 ( No. No. Dw. Stories 2 Units Newx Add ❑ Alter ❑ Repair ❑ Demolition ❑ Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. U`" e r `' LU I I Infrastructure y — I . ..1 d - - r, � •, 111 Pis TOTAL 161,90. ov REMARKS ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback frtan Property Line FINAL DATE Issued by: Validated by:— Validation: YELLOW = APPLICANT INSPECTOR Date Permit PINK = FINANCE Coachella Valley Unified School District 83-733 Avenue 55, Thermal, CA 92274 (760) 398-5909 — Fax (760) 398-1224 This Box For District Use Only DEVELOPER FEES PAID AREA: AMOUNT LEVELONEAMOUNT: LEVEL TWO AMOUNT: MITIGATION AMOUNT: COMMAND. AMOUNT: DATE: RECEIPT: CHECK II: INITIALS: CERTIFICATE OF COMPLIANCE (California Education Code 17620) Project Name:Hia� e^ a Date: February 21, 2012 Owner's Name: Jack & Cathleen Young Phone No. Project Address: 52-450 Via Dona, LaQuinta, CA Project Description: Single Family Dwelling APN: 777-370-001 Tract #: Lot #'s: Type of Development: Residential XX Commercial Industrial Total Square Feet of Building Area: 7. Certification of Applicant/Owners: The person signing certifies that the above information is correc: and makes this statement under penalty of perjury and further represents that he/she is authorized to sign on behalf of the owner/developer. Dated: February 21, 2012 Signature: SCHOOL DISTRICT'S REQUIREMENTS FOR THE ABOVE PROJECT HAVE BEEN OR WILL BE SATISFIED IN ACCORDANCE WITH ONE OF THE FOLLOWING: (CIRCLE ONE) Education Code 17620 Number of Sq.Ft. Amount per Sq.Ft. Amount Collected Gov. Code 65995 7601 $2.97 $22574.97 Building Permit Application Completed: Yes/No By: Elsa F. Esqueda, Director Project Agreement Existing Not Subject to Fee Approval Prior to 1/1/87 Requirement Certificate issued by: Laurie Howard, Secretary Signature: (�a.Q,(iLLQJ NOTICE OF 90 DAY PERIOD FOR PROTEST OF FEES AND STATEMENT OF FEES Section 66020 of the Government Code asserted by Assembly Bill 3081, effective January 1, 1997, requires that this District provide (1) a written notice to the project appellant, at the time of payment of school fees, mitigation payment or other exactions ("Fees"), of the 90 -day period to protest the imposition of these Fees and (2) the amount of the fees. Therefore, in accordance with section 66020 of the Government code and other fpplicable law, this Notice shall serve to advise you that the 90 -day protest period in regard to such Fees or the validity thereof, commences with the payment :)f the fees or performance of any other requirements as described in section 66020 of the Government code. Additionally, the amount of the fees imposed is as herein set forth, whether payable at this time or in whole or in part prior to issuance of a Certificate of Occupancy. As in the latter, the 90 days starts cn the date hereof. This Certificate of Compliance is valid for thirty (30) days from the date of issuance. Extension will be granted only for good cause, as determined by the School District, and up to three (3) such extensions may be granted. MV:c/myclocs/devl'ees certificate oPcompliance 11/2010 RECORDING REQUESTED BY: Advantage Title, Inc. When Recorded Mall Document To: Jack Herbert Young and Cathleen Ann Young, trustees of THE JCY TRUST dated 8/10/2004 and Restated 2/168005 16755 Catera Drive Chino Hills, CA 91709 Escrow No.: 541.1100151 -CB Title No.: 510-1102168-50 APN: M-370-001 DOC # 2011-0179865 04/25/2011 08:188 Fee:21.00 Page 1 of 3 Doe T Tax Paid Recorded In Official Records County of Riverside Larry Y. Yard Rssesscr, County Clerk & Recorder ! 1111111111111111111111111111111111111111111 !III Illi S R U PAGE SIZE DA MISC #ONRFD COPYM A L 465 426 OR NCORCHG T: CTY UNI t✓tY� GRANTDEED The undersigned grantor(s) declare(s) Documentary, transfer tax Is $731.60 ® computed on hull value of property conveyed, or O computed on full value less value of liens or encumbrances remaining at time of sale. FOR A VALUABLE CONSIDERATION, receipt of which Is hereby acknowledged, Bahman Guyuron. a married man as his We and separate property hereby GRANT(S) to Jack Herbert Young and Cathleen Ann Young, truetese of THE JCY TRUST dated OM012004 and Restated 2M6=06 the following described neat property: COMPLETE LEGAL DESCRIPTON ATTACHED HERETO AND E A PART HEREOF BY THIS REFERENCE Dated: AV] 11, 2011 State of OhioRahman Guyu County of On 21 before me, Nctary Public, na ron Who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) Ware subscribed to the within instrument and acknowledged to me that helshelthey executed the same In his/herithelr authorized capaaty(ies), and that by hLNhemheir signature(s) on the Instrument the pemon(s), or the entity upon behalf of which the person(s) acted, executed the Instrument. 1 certify under PENALTY OF PERJURY under the laws of the rSbte of California that the foregoing paragraph Is true and y ,-•SIN my, thW and official seal. Signature Seal) HOSSEIN MAMOURIEN A'• •' • , • «•, Notary Public State of Gee t:OU MYcommis>;ianlN. ID 'EcF, D �Y: JAN 0 3 [012 't.0 EXHIBIT'W' The land referred to in this Report is situated in the County of Riverside, State of California, and is described as follows: Parcel 1: Lots 1 and 2 of Tract No. 29894-3, in the City of La Guinta, County of Riverside, State of California, as shown by Map on file in Book 351, Page(s) 35 through 48, inclusive, of Maps, in the Office of the County Recorder of Riverside County, California and shown on Grant Deed Recorded April 13, 2004 as Instrument No. 2004-0266745 of Official Records. Grant Deed reflects Parcel Merger No. 2004437, as approved by the City of La Duinta. Parcel 2: Non-exclusive easements for access, ingress, drainage, maintenance, repairs and for other purposes, all as described in the Declaration. APN: 777-370-001-2 PROUDLY SERVING THE UNINCORPORATED AREAS OF RIVERSIDE COUNTY AND THE'CITIES OF: BANNING BEAUMONT CALIMESA CANYON LAKE COACHELLA DESERT HOT SPRINGS EASTVALE INDIAN WELLS INDIO LAKE ELSINORE LA QUINTA MENIFEE MORENO VALLEY PALM DESERT PERRIS RANCHO MIRAGE RUBIDOUx CSD SAN JACINTO TEMECULA WILDOMAR BOARD OF SUPERVISORS: BOB BUSTER DISTRICT 1 JOHN TAVAGLIONE DISTRICT 2 JEFF STONE DISTRICT 3 JOHN BENOIT DISTRICT 4 MARION ASHLEY DISTRICT 5 IN,COOPERATION WITH THE CALIFORNIA DEPARTMENT OF FORESTRY AND FIRE PROTECTION 77-933 Las Wntanas<;Rd.,.Ste.4201, Palm Desert, CA 92211-4131'-. Phone (760)863-8886 • Fax (760) 863=7072 . www.rvcfire.org December 1, 2011 Residential Fire Systems 2871 E. Via Martens Anaheim, CA 92806 Re: Residential Fire Sprinkler Plan Review Young Residence 52-450 Via Dona La Quinta, CA The above referenced sprinkler plans have been reviewed and are acceptable by the Riverside County Fire Department and are approved with the following conditions: 1) Approval of these plans does not include the piping of the underground system. 2) Permanently marked identification signs shall be attache -d to all control valves. 3) A sign shall be located adjacent to the alarm bell worded as follows: SPRINKLER FIRE ALARM - WHEN BELL RINGS CALL 911, main shutoff valve and shall state the following: WARNING: The water system for this home supplies fire sprinklers that require certain flows and pressures to fight a fire. Devices that restrict the flow or decrease the pressure or automatically shut off the water to the fire sprinkler system, such as water softeners, filtration systems, anc automatic shut-off valves, shall not be added to this system without a review of fze fire sprinkler system by a fire protections specialist. DO NOT remove this s=gn. The following inspections/tests are required to be witnessed by the Fire Department Planning Division staff: (a) Overhead Rough and Hydro static test: All piping shall be visible and pumped at normal operating .pressure. (b) Fire Riser Flush (c) Final inspection. The Fire Department job card, approved plans and conditions letter must be at the job site or NO inspection will be performed. Applicant/installer sr_all be responsible to contact the Fire Department to schedule inspection(s) a minimum of 72 hours prior to the requested inspection date. All questions regarding the meaning of these conditions should be referred to the Fire Department Planning & Engineering staff at (760) 863-8886. Applicant/installer shall be responsible to contact the Fire Department to schedule inspection. Sincerely, By v Jason Stubble Fire Safe -y Specialist Michael W. Tuvell From: Brook Marshall [Brook@dc.rr.com] Sent: Wednesday, December 28, 2011 10:23 AM To: 'Mike Tuvell'; suzukidesigns@cox.net; johnkrieg2003@yahoo.com Subject: FW: 1/2c December 27, 2011 Mr. & Mrs. Jack Young 10-370 Trademark Street Rancho Cucamonga, CA 91730 RE: Lot 1/2C at 52450 Via Dona Final Working Drawing Su mittal #2 Dear Mr. & Mrs. Young: The Hideaway Design Review Committee (DRC) met to discuss your revised Final Design Submittal fbr Lot 1/2C. The project was approved to start construction subject to prior written approval of the rear yard development by Gerry Tarsitano (item #1 below). In addition, the following items (2-4 below) must be addressed and resubmitted for review prior to your request for the setback observation. If comments (2-4) have not been addressed at that time the project will be halted until all concerns are mitigated with the committee. 1. Gerry Tarsitano previously reviewed this submittal and did not find any changes of consequence (with regard to the Grading plan) therefore he did not approve any disturbance or change to the Golf Club property at that time. Please review the revised plans with Gerry and provide the DRC with his written confirmation of approval of the project. 2. There was no Site Plan submitted with this submittal package showing all of the required infirmation (ex. setbacks, utility yards, meter locations and screening methods, trash yard, etc.) 3. The gas meter and telephone panel are outside of the service yard and do not appear to -:)e screened from view. The preference is they are located behind screen walls. The electric meter is shown extending well above the yard wall on the elevations, and when reviewed in relation to the pool equipment shown on the landscape plan, may not be serviceable as proposed. Please provide modification and/or clarification of all service meters and panels. 4. While the window detail is acceptable we are unclear as to what is being proposed around the window at the Mud Room on the left exterior elevation; perhaps it's simply a drafting error. We look forward to receiving your revised construction documents as well as your written approval from the Golf Club. Please contact Roxi Bardwell at (760) 393-5211 or by email at RBardwell@DRMinternet.com or Brook Marshall at Brook@dc.rr.com with any questions or to schedule your Pre -Construction Meeting once you have the following items (the Club's written approval of the design, your building permit and your construction deposit). Sincerely, Hideaway Design Review Committee cc: Andrew Suzuki at SuzukiDesi ng_s ucox.net, John Krieg, Sedona Homes at MTuvell@dc.rr.com ; DRC file t. A OWNER: AERO ENERGY TITLE 24 CALCULATIONS 15434 SHELTON DRIVE LAKE MATHEWS, CA., 92570 951-776-4140 Date: 12-12-11 YOUNG RESIDENCE THE HIDEAWAY, LOT 1/2 C LA QUINTA, CA. PROJECT: CUSTOM RESIDENCE (PLAN CHECK REVISION SET) THE HIDEAWAY, LOT 1/2 C LA QUINTA, CA. ** 2008 ENERGY STANDARDS ** STATEMENT OF COMPLIANCE The energy conservation standards for new residential buildings as set forth in Title24, Part 2, Chapter 2-53; and Title 20, Chapter 2, Subchapter 4, article 1, of the California Administrative Code, have been Reviewed. This design conforms to all requirements as they apply in Climate Zone 15 using Micropas 8, Version 8.11, a California Energy Commission approved computer performance program for the 2008 Energy Standards. CITY OF LA QUINT BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE � % 1 BY PREPARED BY: TERRY M. STATUM C.E.A. #R08-07-269 C.E.P.E. #R08-99-1651 RECEIVED BY: JAN 03 2012 t ** SUMMARY SHEET ** Proiect: Young Residence - (Plan Check Revision Set) Zone: 15 The Hideway, Lot 1/2 C La Quinta, Ca. ** 2008 Energy Standards ** Custom Residence Wall Insulation: R-13 in 2x4 Exterior Walls ilnterior side of double walls) R-19 in 2x6 or Greater Exterior Walls Ceiling Insulation: R-30 in Flat Roof R-38 with Attic Above Radiant Foil Barrier: Required @ Roof o/Conditioned Space, Attic Gable Ends, 1/300 Attic Ventilation is O.K. Raised Floor Insulation: R-19 Slab Edge Insulation: None Glazing Type: All glass is DUAL PANE. (See window notes) Hard Surface Flooring: None Required Minimum Furnace AFUE: 80% AFUE Minimum Heating Capacity: 161,499 Btu/Hr Minimum A/C SEER: 14.0 SEER/12.0 EER Rater Verified A/C Tonnage: 124,959 Sensible Btu/Hr (A/C by Mech. Cont.) Duct Insulation: R-4.2 (Duct Leakage Test IS Required) Note(s): 1) The 100 gallon water heater for this house can have a recirculating pump with a thermostatic controller and time clock, or a hot water demanc type recirculating system. - 2) The 100 gallon water heater requires R-4 or greater insulation on .75 inch or larger hot water main lines or recirculating lines. This is in addition to the insulation required by the mandatory measures. 3) Radiant barrier must be installed at the roof, gable end walls. and other verticle surfaces in the attic. 4) Hers Measures are: 1) Tight Ducts; 2) EER; 3) Ref. Charge; 4) Fan Watt Draw; 5) Adequate Airflow Continuous Ventilation Calculation CFA _ 100 + 7.5 (# of Bedrooms +1) = Ventilation Rate (Min. CFM @.25" W.C.) Young Residence, Lot 1/2 C, La Quinta, Ca. Custom Res. 7601 T 100 + 7.5 (5 + 1) = 76.01 + 45.0 = 121.01 Min. CFM Fan Selection: Broan #SSQTXE080 (or Equal) (One Required) 55 CFM @.25" W.C. .3 Sones Ventilation Exhaust Duct Size: 6"0 Flexible Metal Duct (or alternate per Table 4-9 CEC Residential Manual) No Limit on Duct Length Fan Selection: Broan #SSQTXE110 (or Equal) (One Required) 90 CFM @.25" W.C. .7 Sones Ventilation Exhaust Duct Size: 6"0 Flexible Metal Duct (or alternate per Table 4-9 G=C Residential Manual) 125' Max. Length Less 15' for each elbow I CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 1 Project Title.......... Young Residence Date..12/12/11 10:41:05 P t Add Th U4 '4 - L 1/2C ****** Bui=ding Permit # Plan Check / Date Field Check/ Date Compliance Method...... MICROPAS8 v8.1 for 2008 CEC Standards (=03) ro�ec ress........ e i eaway of La Quinta, Ca. *v8.1* Documentation Author... Terry Statum ****** Aero Energy 15434 Shelton Drive Lake Mathews, CA 92570 951-776-4140 Climate Zone 15 MICROPAS8 v8.1 File-ASYOUNG Wth-CTZ15S08 User#-MP1751 User -Aero Energy Run -Young Residen2e MICROPAS8 ENERGY USE SUMMARY Energy Use Standard Proposed Compliance Percent (kTDV/sf-yr) Design Design Margin Improvement Space Heating.......... 4.79 7.47 -2.68 -56.0% Space Cooling.......... 78.88 70.37 8.51 10.80 Ventilation Fans....... 0.49 0.49 0.00 0.0% Water Heating.......... 4.52 10.25 -5.73 -126.8% Total ^, 8.8_.,68 _ ., .--88.58 � ,.:: •, 0,. 10._,..._ 0.10 .. **.* Building complies with Computer Performance** ***.'HERS Verificat on�Regdired`for Compliance`*i* GENERAL INFORMATION - HERS Verification.......... Conditioned Floor Area..... Building Type .............. Construction Type ......... Natural Gas at Site ....... Building Front Orientation. Number of Dwelling Units... Number of Building Stories. Weather Data Type.......... Floor Construction Type.... Number of Building Zones... Conditioned Volume......... Slab -On -Grade Area......... Glazing Percentage......... Average Glazing U -factor... Average Glazing SHGC....... Average Ceiling Height..... Required 7601 sf Single Family Detached New Yes Front Facing 180 deg (S) 1 2 FullYear Slab On Grade 1 83395 cf 6595 sf 23.9 % of floor area- 0.48 rea0.48 Btu/hr-sf-F 0.42 11 ft Reg: 211-N0055987B-000000000-0000 Registration Date/Time: 2011/10/27 14:08:52 HERS Provider: Ca10ERTS, Inc CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD. CF -1R Page 2 Project Title.......... Young Residence Date..1-2/12/11 10:41:05 MICROPAS8 v8.1 File-ASYOUNG Wth-CTZ15S08 User#-MP1751 User -Aero Energy Run -Young Residence BUILDING ZONE INFORMATION OPAQUE SURFACES Floor # of # of Cond- Thermo- Vent 'lent Verified Appendix Area Volume Dwell Peop- it- stat Height .area Leakage or Zone Type (sf) (cf) Units le ioned Type (ft) (sf) Housewrap Residence 7601 83395 1.00 6.0 Yes Setback 8.0 Standard No 13 )0 ATTIC AND ROOF DETAILS 4.3,1 A3 Front 2x4 Wall 2 Wall n'/a '1440 0.079 113 ` '"0 Frame R- R - None=;Std Front 2x4 Dbl. Roof Roof Re- Emiss- Frame Spac- Value Value Vent Mass Rise flect- ivity Depth ing Above Below Area Vent Roof Type (lb/sqft) Yes ance Left, 2x4 Wall (in.) (in.) Deck Deck Ratio High Tile Heavy 3:12 0.38 0.86 3.5 24 oc 0.00 0.00 1/300 0.00 OPAQUE SURFACES Reg: 211-N0055987B-000000000-0000 Registration Date/Time: 2011/10/27 14:08:52 HERS Pnvider: Ca10ERTS, Inc U- Sheath- Solar Appendix Frame Area fact- Cavity ing Act Gains JA4 Location/ Surface Type (sf) or. R -vat R-val Azm Tilt _ Reference Comments 1 Wall Wood 440.0.102' 13 )0 180,) 90 Ye s.: 4.3,1 A3 Front 2x4 Wall 2 Wall n'/a '1440 0.079 113 ` '"0 186- 90 Yes None=;Std Front 2x4 Dbl. 3 Wall ;Wood , 208:0.102 131. 0 180,, 90,lNo: 4.3.1, Ag Gar:. 2x4 -Wall 4 'Wall Wood, , 122 0. 1.02 /13 i0 , 27,0 ' 90 Yes 4.3.1 A� Left, 2x4 Wall 5 Wa1'1-' n/a 1330 0`.079 " 13 0 270. 90 'Yes Nori=Std ''' . '.Left - 2x4-'Db1 6 Wall Wood 353 0.071 19 0 270 90 Yes 4.3.1 A23 Left 2x6 Wall 7 Wall Wood 460 0.102 13 0 270 90 No 4.3.1 A3 Gar. 2x4 Wall 8 Wall Wood 185 0.102 13 0 0 90 Yes 4.3.1 A3 Back 2x4 Wall 9 Wall n/a 1280 0.079 13 0 0 90 Yes Non -Std Back 2x4 Dbl. 10 Wall Wood 120 0.071 19 0 0 90 Yes 4.3.1 A23 Back 2x6 Wall 11 Wall Wood 115 0.102 13 0 90 90 Yes 4.3.1 A3 Right 2x4 Wall 12 Wall n/a 1601 0.079 13 0 90 90 Yes Non -Std Right 2x4 dbl. 13 Wall Wood 144 0.071 19 0 90 90 Yes 4.3.1 A23 Right 2x6 Wall 14 AtticRad Wood 6325 0.025 38 0 n/a 0 Yes 4.2.1 A21 Vented Attic 15 AtticRad n/a 310 0.036 30 0 n/a 0 Yes Non -Std Flat Roof 16 FloorExt Wood 40 0.048 19 0 n/a 0 No 4.4.2 A4 Over Outside 17 Door Wood 40 0.500 0 0 180 90 Yes 4.5.1 A4 Front Door 18 Door Wood 20 0.500 0 0 180 90 No 4.5.1 A4 Garage Door 19 Door Wood 20 0.500 0 0 270 90 No 4.5.1 A4 Garage Door Reg: 211-N0055987B-000000000-0000 Registration Date/Time: 2011/10/27 14:08:52 HERS Pnvider: Ca10ERTS, Inc CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 3 Project Title.......... Young Residence Date..12/12/11 10:41:05 MICROPAS8 v8.1 File-ASYOUNG Wth-CTZ15SO8 User#-MP1751 User -Aero Energy Run -Young Residence PERIMETER LOSSES Appendix Length F2 Insul Solar JA4 Location/ Surface (ft) Factor R-val Gains Reference Comments 20 S1abEdge 664 0.730 R-0/Oin No 4.4.7 Al Standard Slab Edge FENESTRATION SURFACES Area U- Act Orientation (sf) factor SHGC Azm Tilt 1 Door Front (S) 24.0 0.450 0.400 180 90 2 Wind Front (S) 8.0 0.400 0.380 180 90 3 Wind Front (S) 15.0 0.400 0.380 180 90 4 Wind Front (S) 33.0 0.400 0.380 180 90 5 Wind Front (S) 16.5 0.400 0.380 180 90 6 Wind Front (S) 21.0 0.400 0.380 180 90 7 Door Front (S) 180.0 0.530 0.450 180 90 8 Wind, Front (S) 6.0 0...40.0 0. 38,0.,..1.80 90 9 Wind Front (S) 20. 0';0.400, 0.380 1,80 '90 10 Wind Front (S), 9r.0 0.400 0;:380 180 90 , 11 ,'Wind Front, --'(S). 12.0 0.400 O'.380'180' 90 12 Wind Front (S) .'12.0 0.400 0.380 180.90 13 Wind Left` _'(W); 18.. 0. 0. 400 10. 380 x270 '90. 14 D`oor`Left (W) 24:0 0.450 0.400 270 90 15 Wind Left (W) 36.0 0.400 0.380 270 90 16 Wind Left (W) 15.0 0.400 0.380 270 90 17 Wind Left (W) 3.0 0.400 0.380 270 90 18 Wind Left (W) 12.0 0.400 0.380 270 90 19 Wind Left (W) 15.0 0.400 0.380 270 90 20 Wind Left (W) 12.0 0.400 0.380 270 90 21 Wind Back (N) 18.0 0.400 0.380 0 90 22 Door Back (N) 24.0 0.530 0.450 0 90 23 Door Back (N) 115.0 0.530 0.450 0 90 24 Door Back (N) 23.0 0.530 0.450 0 90 25 Door Back (N) 242.0 0.530 0.450 0 90 26 Door Back (N) 240.0 0.530 0.450 0 90 27 Door Back (N) 48.0 0.450 0.400 0 90 28 Door Back (N) 24.0 0.450 0.400 0 90 29 Door Back (N) 48.0 0.450 0.400 0 90 30 Door Back (N) 24.0 0.450 0.400 0 90 31 Wind Back (N) 7.0 0.400 0.380 0 90 32 Wind Back (N) 12.0 0.400 0.380 0 90 33 Door Back (N) 24.0 0.450 0.400 0 90 34 Wind Back (N) 9.0 0.400 0.380 0 90 Exterior Shade Type Location,/Comments Standard FGLASSI/Clad/Door Standard FGLASS2/Clad/Openable Standard FGLASS3/Clad/Fixed Standard FGLASS4AClad/Openable Standard FGLASS5/'Clad/Openable Standard FGLASS6/Clad/Fixed Standard FGLASS7tClad/Door Sta-ndard_,FGLASS8lClad/Openable Standard FGLASS9rClad/Openable Standard FGLAS$10/Clad/Fixed Standard FGLASSI=/Clad/Fixed Standard FGLASSI2/Clad/Fixed Standard LGLASS1;Clad/Openable Standard LGLASS2C-lad%Door Standard LGLASS3:Clad/Openable Standard LGLASS4.'Clad/Openable Standard LGLASS5'Clad/Fixed Standard LGLASS6'Clad/Fixed Standard LGLASS7/Clad/Openable Standard LGLASS8/Clad/Openable Standard BGLASSI/Clad/Openable Standard BGLASS2/Clad/Door Standard BGLASS3/Clad/Door Standard BGLASS4/Clad/Door Standard BGLASS5/Clad/Door Standard BGLASS6/Clad/Door Standard BGLASS7/Clad/Door Standard BGLASS8/Clad/Door Standard BGLASS9/Clad/Door Standard BGLASSIO/Clad/Door Standard BGLASSII/Clad/Fixed Standard BGLASSI2/Clad/Fixed Standard BGLASSI3/Clad/Door Standard BGLASSI4/Clad/Fixed Reg: 211-N0055987B-000000000-0000 Registration Date/Time: 2011/10/27 14:08:52 HERS Provider: Ca10ERTS, Inc CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 4 Project Title.......... Young Residence Date..12/12/11 10:41:05 MICROPAS8 v8.1 File-ASYOUNG Wth-CTZ15S08 User#-MP1751 User -Aero Energy Run -Young Residence FENESTRATION SURFACES Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments 35 Door Back (N) 48.0 0.450 0.400 0 90 Standard BGLASSI5/Clad/Door 36 Door Back (N) 48.0 0.450 0.400 0 90 Standard BGLASSI6/Clad/Door 37 Door Right (E) 59.5 0.530 0.450 90 90 Standard RGLASSI/Clad/Door 38 Door Right (E) 62.5 0.530 0.450 90 90 Standard RGLASS2/Clad/Door 39 Wind Right (E) 22.0 0.400 0.380 90 90 Standard RGLASS3/Clad/Fixed 40 Wind Right (E) 26.0 0.400 0.380 90 90 Standard RGLASS4/Clad/Fixed 41 Wind Right (E) 4.5 0.400 0.380 90 90 Standard RGLASS5/Clad/Openable 42 Door Right (E) 24.0 0.450 0.400 90 90 Standard RGLASS6/Clad/Door 43 Wind Right (E) 7.5 0.400 0.380 90 90 Standard RGLASS7/Clad/Fixed 44 Wind Right (E) 6.0 0.400 0.380 90 90 Standard RGLASS8/Clad/Openable 45 Wind Right (E) 8.0 0.400 0.380 90 90 Standard RGLASS9/Clad/Openable 46 Door Right (E) 72.0 0.450 0.400 90 90 Standard RGLASS10/Clad/Door 47 Door Right (E) 48.0 0.450 0.400 90 90 Standard RGLASSII/Clad/Door 48 Wind Right (E) 3.0 0.400 0.380 90 90 Standard RGLASSI2/Clad/Fixed 49 Door Right (E) 24.0 0.450 0.400 90 90 Standard RGLASSI3/Clad/Door 50 Wind Right (E) 4.0 0.40.0 0...3-80.:..90 90 Standard.RGLASSI4./Clad/Fixed OVERHANGS.,, Window- Overhang Area Left iRight -su-fface (sf).:.Width Height --Depth Height: -Extension Extension 1 Door 24.0 n/a 8.0 4.0 2.0 n/a n/a 2 Window 8.0 n/a 4.0 2.0 3.5 n/a n/a 3 Window 15.0 n/a 5.0 4.0 3.5 n/a n/a 4 Window 33.0 n/a 5.5 2.0 2.5 n/a n/a 5 Window 16.5 n/a 5.5 2.0 2.5 n/a n/a 6 Window 21.0 n/a 7.0 18.0 2.0 n/a n/a 7 Door 180.0 n/a 10.0 2.5 1.0 n/a n/a 8 Window 6.0 n/a 3.0 2.5 2.0 n/a n/a 9 Window 20.0 n/a 5.0 2.5 1.0 n/a n/a 10 Window 9.0 n/a 2.0 2.5 0.5 n/a n/a 11 Window 12.0 n/a 3.0 2.5 1.0 n/a n/a 12 Window 12.0 n/a 2.0 2.5 1.0 n/a n/a 13 Window 18.0 n/a 4.5 2.0 3.0 n/a n/a 14 Door 24.0 n/a 8.0 3.5 2.0 n/a n/a 15 Window 36.0 n/a 6.0 3.5 1.0 n/a n/a 16 Window 15.0 n/a 5.0 12.0 1.0 n/a n/a 17 Window 3.0 n/a 2.0 2.5 0.5 n/a n/a 18 Window 12.0 n/a 2.0 2.0 1.0 n/a n/a 19 Window 15.0 n/a 5.0 2.0 2.0 n/a n/a 20 Window 12.0 n/a 3.0 2.0 1.0 n/a n/a Reg: 211-N0055987B-000000000-0000 Registration Date/Time: 2011/10/27 14:08:52 HERS Provider; Ca10ERTS, Inc CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 5 Project Title.......... Young Residence Date..12/12/11 10:41:05 MICROPAS8 v8.1 File-ASYOUNG Wth-CTZ15S08 User#-MP1751 User -Aero Energy Run -Young Residence OVERHANGS Reg: 211-N0055987B-000000000-0000 Registration Date/Time: 2011/10/27 14:08:52 HERS Provider: Cd10ERTS, Inc -Window- Overhang Area Left Right Surface (sf) Width Height Depth Height Extension Extension 21 Window 18.0 n/a 4.5 2.5 3.5 n/a n/a 22 Door 24.0 n/a 6.0 14.0 0.5 n/a n/a 23 Door 115.0 n/a 9.5 13.0 0.5 n/a n/a 24 Door 23.0 n/a 6.5 23.0 0.5 n/a n/a 25 Door 242.0 n/a 10.0 24.0 1.0 n/a n/a 26 Door 240.0 n/a 10.0 22.0 2.0 n/a n/a 27 Door 48.0 n/a 8.0 21.0 2.0 n/a n./a 28 Door 24.0 n/a 8.0 21.0 2.0 n/a n,/a 29 Door 48.0 n/a 8.0 10.5 2.5 n/a nJ a 30 Door 24.0 n/a 8.0 10.5 2.0 n/a n/a 31 Window 7.0 n/a 1.5 2.5 1.0 n/a n/a 32 Window 12.0 n/a 3.0 2.5 2.0 n/a n/a 33 Door 24.0 n/a 8.0 3.0 1.0 n/a r/a 34 Window 9.0 n/a 2.0 2.5 0.5 n/a r./a 35 Door 48.0 n/a 8.0 2.5 1.0 n/a r/a 36 -Door 48.0 n/_a-. 8 0 _ .21. 0 _1_.0 _ r../a x.37 Door59:`5 ,n' -/'a .., 9 5 16.0; 1, '0 ;.n/_a. ,n/a r./a 3'8 Door 612...5,+n/a 10;t0 14.0` -I.O. n/,a r'_/a 39 Window' 22.0 n1a 6.10 '3.5f 2"._0 ` � n/a � r./a 40 Window, 26.0 n/a 6� 5 . 3.5 1.'0 ( n:/a ri/a- 41 W:i!nd`ow `4..5, n/a -,' V.5, F5.0 0;.5 n/a !�. n/a. 42''Door, 24.0 n/a 8..0 3.5 2:0.: n/a ],/,a 43 Window 7.5 n/a 7.5 3.5 2.0 n/a n/a 44 Window 6.0 n/a 3.0 2.0 2.0 n/a n/a 45 Window 8.0 n/a 4.0 2.5 3.5 n/a n/a 46 Door 72.0 n/a 8.0 4.0 1.0 n/a n/a 47 Door 48.0 n/a 8.0 16.0 1.0 n/a n/a 48 Window 3.0 n/a 2.0 2.5 0.5 n/a z/a 49 Door 24.0 n/a 8.0 16.0 1.0 n/a n/a 50 Window 4.0 n/a 2.0 2.5 1.0 n/a z/a SLAB SURFACES Area Slab Type (sf) Standard Slab 6595 Reg: 211-N0055987B-000000000-0000 Registration Date/Time: 2011/10/27 14:08:52 HERS Provider: Cd10ERTS, Inc CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 6 Project Title.......... Young Residence Date..12/12/11 10:41:05 System Type Gas ACSplit MICROPAS8 v8.1 File-ASYOUNG Wth-CTZ15S08 User#-MP1751 User -Aero Energy Run -Young Residence HVAC SYSTEMS Verified Verified Verified Verified Verified Maximum Minimum Refrig Charge Adequate Fan Watt Cooling Efficiency EER or CID Airflow Draw Capacity 0.800 AFUE n/a n/a n/a n/a n/a 14.00 SEER 12.0 Yes Yes Yes No HVAC SIZING Iwizite.r -Inside Design....,... 70'.F Reg: 211-N0055987B-000000000-0000 Registration Date/Time: 2011/10/27 14:08:52 HERS Provider: Ca10ERTS, Inc Verified Total Sensible Design Maximum Heating Cooling Cooling Cooling System Load Load Capacity Capacity Type (Btu/hr) (Btu/hr) (Btu/hr) (Btu/hr) Gas 161499 n/a n/a n/a ACSplit n/a 124959 155074 n/a. Sizing Location LA QUI.NTA. .............. Winter.,Outsi'de Design...... 26 F` Iwizite.r -Inside Design....,... 70'.F Summer Outside;Des_ign...,..:' 111 F I Summer Inside Design...,...., 75 F t t Summer ;Range ... 34 F DUCT SYSTEMS Verified Verified Verified System Duct Duct Duct Surface Buried Type Location R -value Leakage Area Ducts Gas Attic R-4.2 Yes No No ACSplit Attic R-4.2 Yes No No FAN SYSTEMS Flow Power System Type (cfm) (W/cfm) Standard 121.01 .25 Reg: 211-N0055987B-000000000-0000 Registration Date/Time: 2011/10/27 14:08:52 HERS Provider: Ca10ERTS, Inc CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-lR Page 7 Project Title.......... Young Residence Date..12/12/11 10:41:05 MICROPAS8 v8.1 File-ASYOUNG Wth-CTZ15S08 User#-MP1751 User -Aero Energy Run -Young Residence WATER HEATING SYSTEMS Number Tarok External Heater in Energy S_ze Insulation Tank Type Type Distribution Type System Factor (gal) R -value WH1 1 LargeStorage Gas Recirc/TimeTemp 1 n/a 100 R- n/a WH2 2 LargeStorage Gas StandardNoInsul 1 n/a 75 R- n/a WATER HEATING SYSTEMS DETAIL Standby Internal Tank Recovery Rated Loss Insulation Pilot System Efficiency Input Fraction R -value Light WH1 1 LargeStor .808 85000 Btuh .0223 R- n/a n/a WH2 2 LargeStor .808 76000 Btuh .0283 R- n/a n/a l% SPEChAL FEATURES AND MODELING,fASSUMPTIQNS *** Items in this section"shouldbe .d cumented'on the plans, *** *** installed to,manufacturer and=CEG specifications, and *** ***` verified during plan check"and field inspection. This building incorporates non-standard user entered U-Factor(s) or F-Factor(s) This building incorporates a Radiant Barrier. This building incorporates a Cool Roof. This building incorporates a non-standard Water Heating System. HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods and *** *** must be reported on the CF -4R installation certificate. *** This building incorporates a HERS verified Improved Refrigerant Charge test or the installation of a HERS verified Charge Indicator Display (CID). If a cooling system is not installed, then HERS verification is not necessary. This building incorporates HERS verified High Energy Efficiency Ratio (EER). Reg: 211-N0055987B-000000000-0000 Registration Date/Time: 2011/10/27 14:08:52 HERS Provider: Ca10ERTS, Inc CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 8 Project Title.......... Young Residence Date..12/12/11 10:41:05 MICROPAS8 v8.1 File-ASYOUNG Wth-CTZ15S08 User#-MP1751 User -Aero Energy Run -Young Residence HERS REQUIRED VERIFICATION This building incorporates HERS verified Air Handler Fan Watt D-aw. If a cooling system is not installed, then HERS verification is not necessary. This building incorporates HERS verified Cooling Coil Airflow. If a cooling system is not installed, then HERS verification is not necessary. This building incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF -4R. If the measured CFM is above the target, then corrective action must be taken to reduce the duct leakage and then must be retested. Alternatively, the compliance calculaticns could be redone without duct testing. If ducts are not installed, then HERS verification is not necessary. REMARKS Reg: 211-N0055987B-000000000-0000 Registration Date/Time: 2011/10/27 14:08:52 HERS Provider: Ca10ERTS, Inc / C I Reg: 211-N0055987B-000000000-0000 Registration Date/Time: 2011/10/27 14:08:52 HERS Provider: Ca10ERTS, Inc CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 9 Project Title.......... Young Residence Date..12/12/11 10:41:05 MICROPAS8 v8.1 File-ASYOUNG Wth-CTZ15S08 User#-MP1751 User -Aero Energy Run -Young Residence COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. DESIGNER or OWNER Name.... Russ Flynn Company. Suzuki Designs Address. 4931 Hemlock Irvine, Ca. 92612 Phone... 949-307-4216 License. C. Signed.. (date) ENFORCEMENT AGENCY DOCUMENTATION AUTHOR Name.... Terry Statum Company. Aero Energy Address. 15434 Shelton Drive Lake Mathews, CA 92570 Phone... 951-776-4140 Signed.. (date) Electronically Signed at CalCERTS.com by Russell Flynn (Suzuki Designs) 12/13/2011 Electronically Filed by Terry Statum and Authenticated at Ca10ERTS.com - 12/13/2011 Reg: 211-N0055987B-000000000-0000 Registration Date/Time: 2011/10/27 14:08:52 HERS Provider: Ca10ERTS, Inc .Mandatory Measures Summar MF -1R Residential (Page 1 of 3) Site Address: Enforcement Agency: Date: NOTE: Loin -rise residential buildings subject to the Standards must comply with all applicable manda'ory measures listed, regardless of the compliance approach used. tylore stringent energy measures listed on the Certificate of Compliance (CF -/R, CF -/R -ADD, or CF -IR -ALT Fornx) shall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the permit documents and the applicable features shall be consider ed by all parties as nrininmun component performance specifications whether they are shown elsewhere in the documents or in this s>rmmary. Submit all applicable sections of the MF -IR Form ivith plans. DESCRIPTION Building Envelope Measures: §116(a)l: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §I 16(a)4: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration that meets the requirements of §10-111(a). § 117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. § 118(a): Insulation specified or installed meets Standards for Insulating Material. indicate type and include on C. ---6R Form. § 118(i): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of § ] 18(i) when the installation of a Cool Roof is specified on the CF -1R Form. *§150(a): Minimum R-19 insulation in wood -frame ceiling or equivalent U -factor. §I50(b): Loose fill insulation shall conforni with manufacturer's installed design labeled R -Value. *§150(c): Minimum R-13 insulation in wood -frame wall or equivalent U -factor. *§150(d): Minimum R-13 insulation in raised wood -frame floor or equivalent U -factor. § 150(f): Air retarding wrap is tested, labeled, and installed according to ASTM E1677-95(2000) when specified on the CF -1 R Form. § 150(g): Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no ereater than 2.0 perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: § I50(e)]A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening cf the firebox. § I50(e)1B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight -fitting damper and or a combustion -air control device. §1 50(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoo- air is vented to the outside of the building. are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110-§] 13: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. §1 13(c)5: Water heating recirculation loops serving multiple dwelling units and High -Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(e)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household coo -ring appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool ands a heaters. §150(h): Heating and/or cooling loads are calculated in accordance with ASH RAE. SMACNA or ACCA. § 150(i): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). §1500)IA: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped Nvith insulation having an installed thermal resistance of R-12 or greater. § 150(j)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water -heating system, or othe- indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on .he exterior of the tank. §1506)2: First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and erlire length of recirculating sections of hot water pipes are insulated per Standards Table 150-B. §1500)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating scarce and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §1506)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirem:nts of Standards Table 123-A. §I50(j)3A: insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. §1500)3A: insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is encl•3sed entirely in conditioned space. Zuua tcesraenuoi Compliance corms August 2009 .Mandatory Measures Summar MF -1R Residential (Page 2 of 3) Site Address: Enforcement Agency: Date: § 1506)4: Solar water -heating systems and/or collectors are certified by the Solar Rating and Certification Corporztion. Ducts and Fans Measures: §I50(m)1: All air -distribution system ducts and plenums installed, are sealed and insulated to meet the requiremeru of CMC Sections 601, 602, 603, 604. 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct-closur system that meets the applicable requirements of UL 181, UL 181 A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §I50(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with material; other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cress -sectional area of the ducts. § 150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bards. §I50(m)7: Exhaust fan systems have back draft or automatic dampers. § 150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, marually operated dampers. §150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment mainte.lance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shelding, from solar radiation that can cause degradation of the material. § 150(m)] 0: Flexible ducts cannot have porous inner cores. §150(0): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Loxv-Rise Residential Buildings. Window operation is not a permissible method of providing the Whop Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: til 14(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operatin a. instructions; and shall not use electric resistance heating ora pilot light. § 114(b)I : Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines. or built-up connections for future solar heating § 114(b)2: Outdoor pools or spas that have a heat pump or has heater shall have a cover. §1 14(6)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. §150(p): Residential pool systems or equipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §1 50(p). Residential Lighting Measures: §1 50(k)] : High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lowsr than the efficacies contained in Table 150-C and is not a low efficacy luminaire asspecified by §150(k)2. §I50(k)3: The wattage of permanently installed luminaires shall be detennined as specified by §130(d). §150(1:)4: Ila]lasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output 7equency no less than 20 kHz. §I50(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or e`iaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line -voltage socket or line -voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130,d): and shall not contain a medium screw -base socket. § I50(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requiremen.s of § 150(k). § I50(k)7: All switching devices and controls shall meet the requirements of §I50(k)7. § 150(1:)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 t]' or 100 watts for dwelling units larger than 2,500 ft' may be exempt Iium the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor. dimmer, energy management system (EMCS), or a multi -scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual -on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power p!r linear foot of illuminated cabinet. § I50(k)l0: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy. 2008 Residential Compliance Forms Angus[ 2009 Mandatory Measures Summar MF -1R Residential (Page 3 of 3) Site Address: Enforcement Agency: Date: EXCEPTION l: Permanently installed low efficacy luminaires shall be allowed provided that they art controlled by a manual -on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are iot required to be controlled by a manual -on occupant sensor. § I50(k)l 1: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, 13undry rooms; closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are contolled by either a dirnner switch that complies with the applicable requirements of §119, or by a manual -on occupant sensor that complies with the applicable requirements of § 119. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply with §I50(k)I L §I50(k)12: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by 7nderwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §I50(k)13: LUminalres providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor lo%v efficacy luminaires shall be allowed provided that 'hey are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disablcs the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock: OR an energy management control system (EMCS) not having an override or bypass switch hat allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exception] to §150(k)13 may be controlled Ly a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or othee location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(1:)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw -base socket, and consume no more than five watts of ower as determined according to §130(d). § I50(k)IS:Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with die applicable requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply witl- the applicable requirements of Sections 130, 131, 134, and 146 §150(k)16: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensor(s) certified to comply with theapplicable requirements of §119. 20(id Kesicienhal Compliance Forms August 2009 HVAC SIZING HVAC Page 1 Project Title.......... Young Residence Date..12/12/11 10:41:05 dd h ****** Project A ress........ T e Hideaway - Lot 1/2C La Quinta, Ca. *v8.1* Documentation Author... Terry Statum ****** Building Permit # Aero Energy 15434 Shelton Drive Plaa Check / Date Lake Mathews, CA 92570 951-776-4140 Field Check/ Date Climate Zone........... 15 Compliance Method...... MICROPAS8 v8.1 for 2008 CEC Standards (r03) MICROPAS8 v8.1 File-ASYOUNG Wth-CTZ15S08 User#-MP1751 User -Aero Energy Run -Young Residence GENERAL INFORMATION Floor Area ................. Volume ..................... Front Orientation.......... Sizing Location............ Latitude ................... Winter Outside Design...... Winter Inside Design....... Summer Outside Design...... Summer Inside Design....... Summer Range ............... Interior Shading Used...... Exterior Shading Used...... Overhang Shading Used...... Latent Load Fraction....... Description 7601 sf 83395 cf Front Facing 180 deg (S) LA QUINTA 33.8 degrees 26 F 70 F 111 F 75 F 34 F Yes Yes Yes 0.24 HEATING AND COOLING LOAD SUMMARY Heating Cooling (Btu/hr) (Btu/hr) Opaque Conduction and Solar...... 70300 Glazing Conduction and Solar..... 38438 Infiltration ..................... 31405 Internal Gain .................... n/a Ducts ............................ 21357 34073 49554 19227 2980 19125 Sensible Load .................... 161499 124959 Latent Load ...................... n/a 3C115 Minimum Total Load 161499 15E074 Note: The loads shown are only one of the criteria affectinc_ the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. 2008 Joint P-® 11)/ JA4-5 Double Walls The U -factor of double waits or other doL"e assemblies may be determined the individual construction assemblies that make Up the double wall. The combining Sttie U -f a used. from '� equation -Shalt be ted. UComO�„ed � t 1 U� UZ C) ® � 12 - 105 d-3 CALIFORNIA ENERGY COMMISSION a r 71 w° _-Li . 4 T ._ w µ. EFFICIENCY AND RENEWABLE ENERGY DIV SION In this Issue: • Residential Radiant Barrier Compliance for the 2008 Building Energy Efficiency Standards • Efficiency Requirements for Water Chilling Packages: Clarification of Table 112-D • Guidelines for HERS Compliance Documentation Registered on or Aft_r October 1, 2010 Residential Radiant Barrier Compliance for the 2008 Building Energy Efficiency Standards This article will clarify various performance parameters and provide compliance guidance when us- ing radiant barriers in new or existing residential buildings to comply with tie 2008 Building Energy Efficiency Standards (Standards). Performance and installation criteria and general compliance guidelines for radiant barriers are ad- dressed in the 2008 Residential Compliance Manual (Section 3.3.3), the 2008 Reference Appendices (Section 4.2.2), and to some degree in the 2008 Residential Alternative Calculation Method Approval Manual (Section 3.4.3 and Tables 113-7 and 113-11). 1. Installation criteria contained in these documents apply to new buildings, additions to existing buildings with roofs/attics of wood or steel framing, and enclosed rafter spaces of wood or steel framing such as vaulted/cathedral ceilings. For compliance with the Standards, a radiant barrier must: a. Be certified by the California Bureau of Electronic and Appliance Fepair, Home Furnishings and Thermal Insulation (http://www.bhfti.ca.gov/home.shtmi) and b:� listed in their Consumer Guide and Directory of Certified Insulation Material, at http://www.:)hfti.ca.gov/industry/tin- sulation.shtml. b. Have a tested emittance less than or equal to 0.05 per ASTM C1371 or ASTM E408. c. Be installed in the upper portion of the building's truss/rafters, covering the entire roof/attic (including all gable ends), with the reflective surface facing down (towards the attic). Radiant barriers can be installed in any of four configurations, or any combination of these configura- tions (See Figure 1.): Z 0 L/) V) 0 V l7 LU Z LU Q Z cc 0 LL J U i) Draped over the top chord of the truss/rafters. ii) Fastened/stapled to the sides of the truss/rafters. iii) Fastened/stapled to the bottom of the truss/rafters, maintaining a minimum of 1 inch of air space between the radiant barrier and the bottom of the roof sheathing-. iv) Laminated directly to the underside of the roof sheathing, perforated by the man- ufacturer to allow moisture/vapor transfer through the roof deckirg material. Figure 1: Radiant Barrier Installation Methods Source: Calitornia Energy Commission NOTE: For enclosed attics and enclosed rafters (such as vaulted ceilings') the California Building Code (CBC) requires a minimum of 1 inch of air space between the underside of the roof sheathing and the top of the insulation below, to prevent moisture buildup.' d. Have attic ventilation of no less than one square foot of vent arEa for every 150 square feet of attic floor area and have no less than 30% of the vent area located in the up- per portion (at least 3 feet above eave or cornice vents) of the space'being ventilated.3 NOTE: When the building has vaulted ceilings, each enclosed rafter space between framing members must be ventilated at the eave or cornice and the top of the roof ridge. 2. Showing compliance with the Prescriptive Approach: All performance and installation criteria in "1:' above must be met. NOTE: When the building has vaulted ceilings, each enclosed rafter space between framing mem- bers must be ventilated at the eave or cornice and the top of the roof ridge. Minimum attic air 1. Vaulted ceiling - Also referred to as a cathedral ceiling, a high open ceiling formed by fir-ishing exposed roof rafters; the ceiling follows the pitch or angle of the roof. 2. 2007 CBC, Section 1203.2 3. NOTE: 2007 CBC, Section 1203.2 requires a minimum of 50% of the required ventilators to be located in the upper ventilated area. Check with your local building department to insure the proper metzod of compliance. ° ° a: a _""+. �� '.�.P:!• E e�'P°d �i0 � �1��' `I ,i. �P� !PPi tP11 _ 4 y� � 'o lPP� 0�1 PPi q iP��PaP�t�Psi�OP1�� '��E �0'd L � 0 tP �. t �lyP+ '� ►tf� ��0't r°<<4� h:P�?PBtP�@��PPotP ` iPO� �i fete ®�� ®1®�� liiii�>tlli>��11•�iii� Source: Calitornia Energy Commission NOTE: For enclosed attics and enclosed rafters (such as vaulted ceilings') the California Building Code (CBC) requires a minimum of 1 inch of air space between the underside of the roof sheathing and the top of the insulation below, to prevent moisture buildup.' d. Have attic ventilation of no less than one square foot of vent arEa for every 150 square feet of attic floor area and have no less than 30% of the vent area located in the up- per portion (at least 3 feet above eave or cornice vents) of the space'being ventilated.3 NOTE: When the building has vaulted ceilings, each enclosed rafter space between framing members must be ventilated at the eave or cornice and the top of the roof ridge. 2. Showing compliance with the Prescriptive Approach: All performance and installation criteria in "1:' above must be met. NOTE: When the building has vaulted ceilings, each enclosed rafter space between framing mem- bers must be ventilated at the eave or cornice and the top of the roof ridge. Minimum attic air 1. Vaulted ceiling - Also referred to as a cathedral ceiling, a high open ceiling formed by fir-ishing exposed roof rafters; the ceiling follows the pitch or angle of the roof. 2. 2007 CBC, Section 1203.2 3. NOTE: 2007 CBC, Section 1203.2 requires a minimum of 50% of the required ventilators to be located in the upper ventilated area. Check with your local building department to insure the proper metzod of compliance. ventilation is 1/150 (one square inch of net free ventilation for every 15C square inches of -attic floor area). 3. Showing compliance with the Performance Approach: P` All performance and installation criteria in "1." above must be met, except:that modeling of the proposed building's attic ventilation may be reduced based on the CBC's alowed requirements or Wk by the local building official. Changes made for the Standards allow the user to directly input into the -computer progra.rn-the presence of a radiant barrier and parameters of the proposed building's total attic ventilation area and proportion of high vents. For this situation, any changes in the proposed building's ventilation parameters that are different from the "standard design" building's assumed values from Package Z D may require energy efficiency improvements elsewhere in the proposed building. 0 N NOTE: When the building has vaulted ceilings, each enclosed rafter space must be ventilated at :E the eave or cornice and at the top of the roof ridge, dependent on the ventilation scheme (such 0 as 1/150 or 1/300) allowed by the CBC3 and/or by the building official. Energy credit for radiant } barriers may not be taken for unventilated attics or unventilated rafter roof designs. Z For modeling roof areas that cannot be ventilated, such as some vaulted rafter designs, there are "' two modeling options: (1) model the entire building as a single zone with no radiant barrier, or (2) Z model the ventilated and unventilated roof areas as two separate zones, following the computer 0 program's modeling guidance for assigning opaque assemblies, fenestraton, and so forth to each zone, with the unventilated roof zone as having no radiant barrier. U Best practice for a radiant barrier ensures that it "sees" the roof above and attic below. Providing ven- tilation above and below the radiant barrier, such as a minimum of 3.5 inches between the radiant barrier and insulation below and a minimum of 6 inches (measured horizortally) at the roof's peak, allows hot air to escape from each side of the radiant barrier's surface. Efficiency Requirements for Water Chilling Packages): Clarification of Table 112-D Table 112-D (Water Chilling Packages — Minimum Efficiency Requirements) of the 2008 Building En- ergy Efficiency Standards has caused some confusion. Specifically, electrically operated, air-cooled water chilling packages with condensers are divided into those with a capacity less than 150 tons and those with a capacity equal to or greater than 150 tons, without a corresponding division in efficien- cy requirements. This division should not have been made. All capacities of electrically operated, air- cooled water chilling packages with condensers must meet the listed effi--iencies of 2.80 COP and 3.05 IPLV. 14288 Danielson St. 2350 So. Jones Suite 200 Suite 101 Poway, CA 92064 Las Vegas, NV 89146 HOROWITZ t (858) 679-8989 t (702) 505-8225 TAYLOR f (858) 679-8959 f (702) 215-5801 HTKKUSHKAKI J I K U C- I U. K A l t N U I N t t K) M E M O R A N D U M DATE: December 20, 2011 TO: Andy Suzuki PROJECT: Young Residence PROJECT No.: 11-173 We have reviewed the truss layout and calculation package provided by Spates FF-bricators dated 12/14/2011 for conformance to the construction documents created by HTK Structural Engineers. The gravity loads, lateral drags and truss profiles are all in conformance with the plans. The layouts have been stamped with our shop drawing stamp as well. AN 0 3 2012 From: Ben Seibel Copies to: File Page 1 i- -- F E I 8C BNGtN.BH_RING,_inc_ Sedona Homes Attn: Mike Tuvell 40-101 Monterey Avenue, Ste. B1-214 Rancho Mirage, CA 92270 Re: Young Residence Lots 1 & 2, Tract 29894-3 A;9.dj;n Mia nnnn P.O. Bot 12980 Palm Desert, CA 92255 (760) 3454015 (760) 346-2548 Fax www.fecranet March 5, 2012 If you have any questions, please call me at (760) 346-8015. Sincerely, O LAND SUR James D. Feiro D. Fi Vice President �� 010 LS 4075 "' * No. 4075 - — -- - EXP. 6/30/12 JDF/dpo d`�, �Q • •� 4 '(�%►�.��0�� R:Wdmin\MSOfice2000\Certs\LaQuinta\225s 11 Pad3-5-12.doc October 31, 2008 Sprinkler 147u The Viking Corporation, 210 N Industrial Park Road, Hastings MI 49058 Telephone: 269-945-9501 Technical Services 877-384-5464 Fax: 269-945-4495 Email: techsvcs@vikingcorp.com 1. DESCRIPTION Viking Freedom® Residential Concealed Pendent Sprinkler VK457 is a small high - sensitivity solder link and lever residential sprinkler designed for installation on con- cealed pipe systems where the appearance of a smooth ceiling is desired. The orifice design, with a K -Factor of 4.9 (70.6 metric*), allows the sprinkler's efficient use of available water supplies for the hydraulically designed fire -protection system. The fast response operating element and special deflector combine speed of operation and areas of coverage to meet residential sprinkler standards. The sprinkler is pre -assembled with a threaded adapter for installation with a low - profile small -diameter cover assembly installed flush to the ceiling. The two-piece design allows installation and testing of the sprinkler prior to installation of the cover plate. The "push -on", "thread -off" design of the concealed cover plate assembly allows easy installation of the cover plate after the system has been tested and the ceiling finish has been applied, while also providing up to Y2" (12.7 mm) of vertical adjustment. The cover assembly can be removed and reinstalled, allowing temporary removal of ceiling panels without taking the sprinkler system out of service or removing the sprinkler. 2. LISTINGS AND APPROVALS cULus Listed: Category VKKW Refer to the Approval Chart on page 147w and Design Criteria on page 147x for cULus Listing requirements that must be followed. 3. TECHNICAL DATA Specifications: Viking Technical Data may be found on Available since 2008. The Viking Corporation's Web site at Minimum Operating Pressure: Refer to the Approval Chart. Maximum Working Pressure: 175 psi (12 bar). Factory tested hydrostatically Web site may include aimore r . to 500 psi (34.5 bar). The Web site may include a more recent Thread size: 1/2" (15 mm) NPT edition of this Technical Data Page. Nominal K -Factor: 4.9 U.S. (70.6 metric*) *Metric K -factor measurement shown is when pressure is measured in Bar. When pressure is measured in kPa, divide the metric K -factor shown by 10.0. Overall Length (Sprinkler Body): 2-3/16" (56 mm) Material Standards: Sprinkler Body: Brass UNS-C84400 Deflector: Copper UNS-C51000 Deflector Pins: Stainless Steel UNS-S30200 Button: Brass UNS-C36000 Seat Assembly: Brass UNS-C31600 Compression Screw: Brass UNS-C36000 Fusible Element Assembly: Beryllium Nickel, coated with black acrylic paint Levers: Stainless Steel UNS-S31600 Lever Bar: Copper Alloy UNS-C72500 Belleville Spring Sealing Assembly: Nickel Alloy, coated on both sides with Teflon Tape Cover Adapter: Cold Rolled Steel UNS-G10080, Finish: Clear Chromate over Zinc Plat Shipping Cap: Polyethylene Cover Plate Materials: Cover Plate Assembly: Copper UNS-C11000 and Brass UNS-C26800 Spring: Beryllium Nickel Solder: Eutectic NOV Q 2011 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE''V1 ' BY—.O— Form No. F_072607 Replaces page 147u -z, issued September 5, 2008. (Added square cover 15394.) Sprinkler 147v October 31, 2008 'N41KJNG* FREEDOM® RESIDENTIAL • CONCEALED PENDENT SPRINKLER VK457 (K4.9) The Viking Corporation, 210 N Industrial Park Road, Hastings MI 49058 Telephone: 269-945-9501 Technical Services 877-384-5464 Fax: 269-945-4495 Email: tei:hsvcs@vikingcorp.com Ordering Information: (Also refer to the current Viking price list.) Viking Freedom® Residential Concealed Pendent Sprinkler VK457 and Cover Plate Assembly must be ordered separately: Sprinkler: Part No. 14694AC (includes a 165 °F (74 °C) rated sprinkler with a protective plastic cap covering the unit). Cover Plate Assembly: Base Part No. 13750 (2-3/4" diameter), Base Part No. 14934 (3-J16" diameter), or Base Part No. 15394 (square cover plate, 3-5/16" diameter) Specify finish and temperature rating of the cover plate assembly by first adding the appropriate sufux for the finish and then the appropriate suffix for the cover temperature rating to the base part number: Finish Suffix: Polished Chrome = F, Painted White = M-/SW1004, Painted Ivory = M-/SW1634, Painted Black = M-/SW1007 Temperature Suffix (°F/°C): 135°/57° =A For example, cover 13750 with a Polished Chrome finish and a 135 °F/57 °C temperature rating = 13750FA. Available Finishes And Temperature Ratings: Refer to Table 1 Accessories: (Also refer to the "Sprinkler Accessories" section of the Viking data book.) Sprinkler Wrenches": A. Heavy Duty Part No. 13623W/B (available since 2006), or B. Head Cabinet Wrench Part No. 13619""" (available since 2006) C. Optional Concealed Cover Plate Installer Tool Part No. 14412 (available since 2007) D. Optional Large Concealed Cover Plate Installer Tool Part No. 14867 (available since 2007) "'Requires a '/7" ratchet (not available from Viking). —Also optional for removal of the protective cap. Ideal for sprinkler cabinets. Sprinkler Cabinet: Part No. 01731 A, Capacity: five (5) sprinklers (available since 1971) 4. INSTALLATION Refer to appropriate NFPA Installation Standards. 5. OPERATION During fire conditions, when the temperature around the sprinkler approaches its operating temperature, the cover plate detaches, releasing the deflector. Continued heating of the exposed sprinkler causes the fusible element to disengage releasing the sealing assembly. Water flowing through the sprinkler orifice strikes the deflector, forming a uniform spray pattern over a specific area of coverage determined by the water supply pressure at the sprinkler to extinguish or control the fire. 6. INSPECTIONS, TESTS AND MAINTENANCE Refer to NFPA 25 for Inspection, Testing and Maintenance requirements. 7. AVAILABILITY Viking Sprinkler Model VK457 is available through a network of domestic and international distributor. See The Viking Corporation web site for the closest distributor or contact The Viking Corporation. 8. GUARANTEE For details of warranty, refer to Viking's current list price schedule or contact Viking directly. TABLE 1: AVAILABLE SPRINKLER TEMPERATURE RATINGS AND FINISHES Sprinkler Sprinkler Nominal Maximum Temperature Rating Cover Plate Base Large Cover Plate Square Cover Temperature Temperature Rating, Ambient Ceiling of the Cover Part Number' Base Pert Number -3 Plate Base Part Classification Temperatures Assembly (Required) Number° Ordinary 165 T (74 °C) 100 °F (38 °C) 135 °F (57 °C) 13750 14934 15394 Cover Plate Finishes: Polished Chrome, Painted White, Painted Ivory, or Painted Black Footnotes The sprinkler temperature rating is stamped on the deflector. s Based on NFPA-13, NFPA 13R, and NFPA 13D. Other limits may apply, depending on fire loading, sprinkler locatiarl, and other requirements of the Authority Having Jurisdiction. Refer to specific installation standards. 3 Part number shown is the base part number. For complete part number, refer to current Viking price list schedule. October 31, 2008 Sprinkler 147w The Viking Corporation, 210 N Industrial Park Road, Hastings MI 49058 Telephone: 269-945-9501 Technical Services 877-384-5464 Fax: 269-945-4495 Email: techsvcs@vikingcorp.com Approval Chart _ saaroaw Residential Concealed Pendent Sprinkler VK457 4.;�-cobr a Aw1t cover Flats flims KE7 For systems designed to NFPA 13D or NFPA 13R. For systems designed to NFPA 13, refer to the design criteria on page 147x. Overall Length Sprinkler Base NPT Thread Size Nominal K -Factor Maximum Water (Sprinkler Body) Pan Number' SIN Working Pressure Inches mm U.S. metric2 Inches mm 14694A VK457 1/2 15 4.9 70.6 175 psi (12 bao 2-3/16 56 Listings and Approvals' Maximum Areas of Coverages Minimum Water Supply Requirementss (Refer also to Design Criteria on page 147x.) cULus° INYC NSF Installed below smooth, flat, horizontal ceilings, including ceilings with slopes up to and including 2/12 (9.5°). 12 ft. x 12 ft. (3.7 m x 3.7 m) 13 gpm@ 7.0 psi (49.2 Umin @ 0.48 bar) AX1 - AXI 14 ft. x 14 ft. (4.3 m x 4.3 m) 13 gpm@ 7.0 psi (49.2 Umin @ 0.48 bar) AX1 - AX1 16 ft. x 16 ft. (4.9 m x 4.9 m) 13 gpm@ 7.0 psi (49.2 Umin @ 0.48 bar) AX1 - AX1 18 ft. x 18 ft. (5.5 m x 5.5 m) 17 gpm @ 12.0 psi (64.4 Umin @ 0.83 bar) AX1 - AX1 20 ft. x 20 ft. (6.1 m x 6.1 m) 20 gpm @ 16.7 psi (75.7 Umin @ 1.15 bar) AX1 - AX1 Installed below ceilings with slopess up to and including a 8112 (33.7°) pitch. Refer to Figure 5 on page 147z. UL NYC NSF' 16 ft. x 16 ft. (4.9 m x 4.9 m) 26 gpm @ 28.2 psi (106.6 Umin @ 1.94 bar) AXI - AX1 18 ft. x 18 ft. (5.5 m x 5.5 m) 31 gpm@ 40.0 psi (117.3 Umin @ 2.76 bar) AX1 - AX1 20 ft. x 20 ft. (6.1 m x 6.1 m) 31 gpm @ 40.0 psi (117.3 Umin @ 2.76 bar) AX1 - AX1 Cover Temperature Rating Cover Plate Finishes Sprinkler Temperature Rating X - 135 °F (57 °C) cover 137501, 14934' (large diameter), 1 -Polished Chrome, Painted White, Painted Ivory, A- 165 °F (74 °C) or 15394' (square cover plate) and Painted B13ck8 Footnotes ' Part number shown is the base part number. For complete part number, refer to current Viking price list schedule. 2 Metric K -factor measurement shown is when pressure is measured in Bar. When pressure is measured in kPa, divide the retric K -factor shown by 10.0. 3 This chart shows the listings and approvals available at the time of printing. Other approvals may be in process. Check with the manufacturer for any additional approvals. ° Listed by Underwriter's Laboratories for use in the U.S. and Canada. - s For areas of coverage smaller than shown, use the "Minimum Water Supply Requirement" for the next larger area I7sted. Flows and pressures listed are per sprinkler. The distance from sprinklers to walls shall not exceed one-half the sprinkler spacing indicated for the minimum Water Supply Requirement" used. 6 Areas under sloped ceilings must be measured along the ceiling slope. Actual floor coverage in the horizontal plane ender sloped ceilings will be less than the listed area of coverage. Tested and Certified by NSF (National Sanitation Foundation) to NSF/ANSI Standard 61, Drinking Water System Components. 9 Other paint colors are available on request with the same listings as the standard finish colors. Listings and approvals apply for any paint manufacturer. Contact Viking for additional information. Custom colors are indicated on a label inside the cover assembly. Refer to Figure 3. Sprinkler 147x October 31, 2008 The Viking Corporation, 210 N Industrial Park Road, Hastings MI 49058 Telephone: 269-945-9501 Technical Services 877-384-5464 Fax: 269-945-4495 Email: techsvcs@vikingcorp.com DESIGN CRITERIA (Also refer to the Approval Chert on page 147w.) cULus Listina Requirements: When using Viking Residential Concealed Pendent Sprinkler VK457 for systems designed to NFPA 13D or NFPA 13R, apply the listed areas of cover- age and minimum water supply requirements shown in the Approval Chart on page 147w. For systems designed to NFPA 13: The number of design sprinklers is to be the four contiguous most hydraulically demanding sprinklers. The minimum required discharge from each of the four sprinklers is to be the greater of the following: • The flow rates given in the Approval Chart on data page 147w for NFPA 13D and NFPA 13R applications for each listed area of coverage, QC • Calculated based on a minimum discharge of 0.1 gpm/sq. ft. over the "design area" in accordance with sections 8.5.2.1 or 8.6.2.1.2 of NFPA 13. • Minimum distance between residential sprinklers: 8 ft. (2.4 m). NOTE: Concealed sprinklers must be installed in neutral or negative pressure plenums only. IMPORTANT: Always refer to Bulletin Form No. F_091699 - Care and Handling of Sprinklers. Also refer to pages RES1-17 for general care, installation, and maintenance information. Viking sprinklers are to be installed in ac- cordance with the latest edition of Viking technical data, the appropriate standards of NFPA and any other similar Authorities Having Jurisdiction, and also with the provisions of governmental codes, ordinances, and standards, whenever applicable. Final approval and acceptance of all residential sprinkler installations must be obtained from the Authorities Having Jurisdiction. Sprinkler and Adapter Assembly (Protective Cap is removed for installation --use Wrench 13619)K)K) Step 1: Carefully sl wrench sideways a. the deflector anc *)KA 1/2' ratchet is required (not available from Viking). 2-1/4' (57.2 mm) diameter opening Is required In I_ the ceiling. r r - Sprinkler Wrench (Part No. 13623W/B)K)K Is shown) 0 Step 2: Carefully press the wrench upward and turn slightly to ensure engagement with sprinkler wrench flats. Figure 1: Sprinkler Installation and Correct Use of Wrenches October 31, 2008 Sprinkler 147y FREEDOM® RESIDENTIAL N I KJ W*j Gj; • CONCEALED PENDENT SPRINK-ER VK457 (K4.9) The Viking Corporation, 210 N Industrial Park Road, Hastings MI 49C58 Telephone: 269-945-9501 Technical Services 877-384-5464 Fax: 269-945-4495 Email: techsvcs@vikingcorp.com 1/2' Q5 mm) NPT -F- 2-3/16' (55,6 mm) Notes Upon sprinkler activation, the deflector descends to approximately 13/16' (20.6 mm) below the sprinkler body, i 2-1/4' (57.2 mm) Minimum Figure 2: Sprinkler Dimensions and Cover Installation CUSIpM q Q f2 CL- L � o n _CZ3 y �O VIKING Identification of Custom Paint Color: All custom color painted cover plates will have an identifying label affixed to the inside of the cover that indicates custom color and will have a representative sample (a paint dot) of the paint on the label, Figure 3: Identification of Custom Paint Color for Concealed Covers 2-'-:,/4' (70 mm) or 3-5/16' (84.1 mm) DO NOT PALNT �3-5/16' (841 mm)� Figure 4: Square Covey Assembly 15394 Sprinkler 147z October 31, 2008 FREEDOM® RESIDENTIAL NlKjw4j • CONCEALED PENDENT SPRINKLER VK457 (K4.9) The Viking Corporation, 210 N Industrial Park Road, Hastings MI 49C58 Telephone: 269-945-9501 Technical Services 877-384-5464 Fax: 269-945-4495 Email: techsvcs@vikingcorp.com Maximu ceilinc slope = 8 (33.7"J Refer to the Appro Chart for listed areas of coverag 1 below. Notes: 1. Listed areas of coverage cor- respond to areas measured along ceiling slope. (For sloped ceiling installations, actual floor coverage in the horizontal plane under sloped ceilings will be less than the listed area.) 2. Actual installations may require multiple sprinklers. A single sprinkler installation has been shown for clarity. 3. For "cathedral" ceiling appli- cations, install sprinklers in a symmetrical mirror-image of Figure 5. Figure 5: Installation Instructions - Sloped Ceilings Form No. F_072607 Replaces page 147u -z, issued September 5, 2008. (.added square cover 15394.) Rl�&Ilable A Concealed Residential Sprinkler engineered for a minimum design density of 0.05 gpm/ft2 with low GPM requirements. Features 1. Very low water flow requirements. 2.1/2" (13mm) Total adjustment. 3. Thread-On/Thread-Off or Push-On/Thread- Off cover attachment option. 4. Smooth aesthetic ceiling profile. 5. Available in brass, chrome and black plated or painted finishes. Listings & Approval 1. Listed by Underwriters Laboratories, and certified by UL for Canada (cULus) 2. NYC MEA 258-93-E UL Listing Categories Residential Automatic Sprinklers UL Guide Number VKKW Product Description Model RFC43 and RFC49 Concealed Residential Sprinklers are fast response residential fusible solder link automatic sprinklers. Residential sprinklers differ from standard sprinklers primarily in their response time and water distribution patterns. Model RFC43 and RFC49 sprinklers discharge water in a hemispherical pattern below the sprinkler deflector. Residential distribution patterns are higher and generally contain a finer droplet size than standard sprinkler patterns. The combination of speed of operation and high discharge pattern required for residential sprinklers has demonstrated, in fire testing, an ability for controlling residential fires, and thereby providing significant evacuation time for occupants. The RFC43 and RFC49 Sprinklers provide the best form of fire protection by combining an attractive appearance and 1/2" (13mm) of cover adjustment for ease of installation. The small diameter cover plate is easily and positively attached and blends into the ceiling, concealing the most dependable fire protection available, an automatic sprinkler system. Bulletin 006 Rev.D Model RFC43 (SIN RA0612) Model RFC49 (SIN RA0616) Flat Concealed Residential Sprinklers 0 l The RFC43 and RFC49 are UL Listed Residential Sprinklers to be installed in the residential portions of any occupancy in accordance with NFPA 13,13R, & 13D. The RFC43 and RFC49 can reduce the need for precise cutting of drop nipples. The threaded cover plate assembly can be adjusted without tools to fit accurately against the ceiling. The fire protection system need not be shut down to adjust or remove the cover plate assembly. Application and Installation The RFC43 and RFC49, for residential installations, use a 165°F (74°C) fusible solder link in a tuning fork style sprinkler frame with a drop-down deflector. This assembly is recessed into the ceiling and concealed by a flat cover plate. The cover plate is attached to the skirt, using 135°F (57°C) ordinary temperature classification solder. When the ceiling temperature rises, the solder holding the cover plate releases the cover allowing the deflector to drop into position and The Reliable Automatic Sprinkler Co., Inc., 103 Fairview Park Drive, Elmsford, New York 10523 CD 0 0 CD exposing the sprinkler inside to ceiling temperature. The subsequent operation of the solder link opens the waterway and causes the deflector to drop into position to distribute the discharging water in a hemispherical pattern below the sprinkler deflector. Any adjustment of thread engagement between the cover plate and cup will assure that the drop-down deflector is properly located below the ceiling. The residential distribution pattern contains a finer droplet size than a standard sprinkler, and the pattern produces significantly higher wall wetting. After a 2 5/8 inch diameter hole is cut in the ceiling, the sprinkler is to be installed with the Model FC Wrench. When installing a sprinkler, the wrench is first positioned into the sprinkler/cup assembly and around the hexagonal body of the sprinkler frame. The Wrench must bottom out against the cup in order to ensure proper, safe installation. The sprinkler is then tightened into the pipe fitting. When inserting or removing the wrench from the sprinkler/cup assembly, care Temperature Rating Sprinkler Cover Plate Max. Ambient Temp. 165°F/74°C 135°F/57°C 100°F/38°C Installation Data: RFC43 (SIN RA0612) should be taken to prevent damage to the sprinkler. DO NOT WRENCH ON ANY OTHER PART OF THE SPRINKLER/CUP ASSEMBLY. MODEL RFC43 AND RFC49 CONCEALED SPRINKLERS MUST BE INSTALLED ONLY WITH 135°F RATED COVERS. Cover assemblies provide up to Y" (13mm) of adjustment. Turn the cover clockwi3e until the flange is in contact with the ceiling. For the push-on/thread-off option, the cover assembly is pushed onto the cup and final adjustment is made by turning the cover clockwise until the skirt flange makes full contact wi-:h the ceiling. Cover removal requires turning in the counter -clockwise direction. In ceilings that have a plenum space above the sprinkler, the plenum space may have neutral or negative pressurization but must not be positively pressurized. Inspect all sprinklers after installation to ensure that the gap between the cover plate and ceiling and the 4 slots in the cup are all open and free from any air flow impE.diment. Note: 1 bar = 100 Kpa Installation Data: RFC49 (RA0616) Minimum Required Thread Size Size K Sprinkler Maximum Minimum Sprinkler Discharge inch Factor Spacing ft. (m) Distance to Wall ft. (m) Distance between sprinklers, ft. (m) Flow Press. gpm (Lpm) psi (bar) '/z" (15mm) 4.3 12 x 12 (3.6x3.6) 6(1.83) 8(2.43) 12 (45) 7.8 (0.54) '/2" (15mm) 4.3 14 x 14 4.3x4.3) 7(2.13) 8(2.43) 13 (49) 9.1 (0.63) 1/211(15mm) 4.3 16 x 16 4.9x4.9) 8(2.43) 8(2.43) 13 (49) 9.1 (0.63) 1/211(15mm) 4.3 18 x 18 (5.5x5.5) 9(2.74) 8(2.43) 18 (68) 17.5(l.21) 1/211(15mm) 4.3 20 x 20 (6.0x6.0) 10 (3.05) 8(2.43) 21 (79) 23.8(l.64) Note: 1 bar = 100 Kpa Installation Data: RFC49 (RA0616) Note: 1 bar = 100 Kpa 11 FOR SLOPED CEILING APPLICATIONS SEE RASCO BULLETIN 035. 2. Minimum Required Thread Size Size K Sprinkler Maximum Minimum Sprinkler Discharge inch Factor Spacing ft. (m) Distance to Wall ft. (m) Distance between sprinklers, ft. (m) Flow Press. gpm (Lpm) psi (bar) '/2" (15mm) 4.9 12 x 12 (3.6x3.6) 6(1.83) 8(2.43) 13 (49) 7.0 (0.48) 1/211(15mm) 4.9 14 x 14 (4.3x4.3) 7(2.13) 8(2.43) 13 (49) 7.0 (0.48) 1/211(15mm) 4.9 16 x 16 (4.9x4.9) 8(2.43)- 8(2.43) 13 (49) 7.0 (0.48) 1/211(15mm) 4.9 18 x 18 (5.5x5.5) 9(2.74) 8(2.43) 17 (64.3) 12.0 (0.83) 1/2" 05mm 4.9 20 x 20 (6.0x6.0) 10 (3.05) 8(2.43) 20 (75.7) 16.7(l.14) Note: 1 bar = 100 Kpa 11 FOR SLOPED CEILING APPLICATIONS SEE RASCO BULLETIN 035. 2. Maintenance Model RFC43 and RFC49 Concealed Sprinklers should be inspected quarterly and the sprinkler system maintained in accordance with NFPA 25. Do not clean sprinklers with soap and water, ammonia or any other cleaning fluids. Remove dust by using a soft brush or gentle vacuuming. Remove any sprinkler cover plate assembly which has been painted (other than factory applied) or damaged in any way. A stock of spare sprinklers should be maintained to allow quick replacement of damaged or operated sprinklers. Prior to installation, sprinklers should be maintained in the original cartons and packaging until used to minimize the potential for damage to sprinklers that would cause improper operation or non -operation. Model RFC43 and RFC49 Residential Concealed Sprinkler Specification Sprinklers shall be cULus Listed low flow residential concealed sprinklers with drop-down deflector and adjustable flat cover plate engineered for a minimum design density of 0.05 gpmR. Sprinkler frame and deflector shall be of bronze frame construction having a 1/2 NPT thread. Thermal element shall consist of an approved black -painted beryllium -nickel fusible solder link with symmetric lever mechanism, maintaining a Teflon -coated Belleville spring washer and machined brass cap water seal assembly containing no plastic parts. Sprinkler K -factor shall be nominal 4.3 (62.4), having a 7/16" orifice. Temperature rating shall be Ordinary 165°F (740C); cover plate temperature rating to be 135°F (570C). Cover plate assembly shall consist of a brass cover plate and copper alloy retainer flange allowing a '/z" cover plate adjustment. Any secure engagement between the cover plate and the cup will assure that the drop-down deflector is properly located below the ceiling. A plastic protective cap shall be providec and factory installed inside the sprinkler cup to protect the drop-down sprinkler deflector from damage, which could occur during construction before the cover plate is installed. Standard cover finish: [Chrome] [White] [Specialty -specify]. Residential concealed sprinklers shall be Reliable Model RFC43, SIN RA0612 (Bulletin 006) or Model RFC49, SIN RA0616 (Buletin 006). Ordering Information Specify: 1. Sprinkler Model 2. Cover Plate Finish 3. Thread -On or Push -On Feature I- x 1/2" REDUCING I TEE OR ELBOW - - 20" [66.7mm] D/A. 2J [58.7mm] DIA — HOLE IN CEILING L J CUP 2" [50.8mm] MAX. FACE OF FITTING TO FACE OF CEILING DIMENSION CEILING " [12.7mm] MAX. COVER ADJUSTMENT 4" DLk 3/16" COVER PLATE [84.Immj [4.8mm% ASSEMBLY __ __ COVER PLA TE.- 112 [12.7mm7 ADJUSTMENT 3. Cover Plate Finishes I Standard Finishes Chrome White Special Application Finishes Bright Brass Black Plating Black Paint Off White Satin Chrome "' Other colors and finishes available. Consult factory for details. Note: Paint or any other coatings applied over the factory finish will void all approvals and warranties. Reliable... For Complete Protection Reliable offers a wide selection of sprinkler components. Following 'are some of the many precision -made Reliable products that guard life and property from fire around the clock. • Automatic sprinklers • Flush automatic sprinklers • Recessed automatic sprinklers • Concealed automatic sprinklers • Adjustable automatic sprinklers • Dry automatic sprinklers • Intermediate level sprinklers • Open sprinklers • Spray nozzles • Alarm valves • Retarding chambers • Dry pipe valves • Accelerators for dry pipe valves • Mechanical sprinkler alarms • Electrical sprinkler alarm switches • Water flow detectors • Deluge valves • Detector check valves • Check valves • Supertrol electrical system • Sprinkler emergency cabinets • Sprinkler wrenches • Sprinkler escutcheons and guards • Inspectors test connections • Sight drains • Ball drips and drum drips • Control valve seals • Air maintenance devices • Air compressors • Pressure gauges • Identification signs • Fire department connection The equipment presented in this bulletin is to be installed in accordance with the latest pertinent Standards of the National Fire Protection Association, Factory Mutual Research Corporation, or other similar organizations and also with the provisions of governmental codes or ordinances, whenever app icable. Products manufactured and distributed by RELIABLE have been protecting life and property for over 80 years, and are installed and serviced by the most highly qualified and reputable sprinkler contractors located throughout the United States, Canada and foreign countries. Manufactured by: Recycled The Reliable Automatic Sprinkler Co., Inc. Paper (800) 431-1588 Sales Offices (800) 848-6051 Sales Fax (914) 829-2042 Corporate Offices Revisior lines indicate updated or new data www.reliablesprinkler.com Internet Address E.G. Prirted in USA. 12/06 IN 9999970261 December 20, 2010 Sprinkler 41a The Viking Corporation, 210 N Industrial Park Drive, Hastings MI 49058 Telephone: 269-945-9501 Technical Services: 877-384-5464 Fax: 269-818-1680 Email: techsvcs@vikingcorp.com 1. DESCRIPTION Viking Microfasr and MicrofastHP® Quick Response Pendent Sprinklers are small, thermosensitive, glass -bulb spray sprinklers available in several different finishes and temperature ratings and K -Factors to meet design requirements. The special Polyester and Teflon® coatings can be used in decorative applications where colors are desired. In addition, these coatings have been investigated for installation in corrosive at- mospheres and are cULus listed as corrosion resistant as indicated in the Approval Chart. (Note: FM Global has no approval classification for Teflon® and Polyester coat- ings as corrosion resistant.) 2. LISTINGS AND APPROVALS cULus Listed: Category VNIV FM Approved: Classes 2001, 2002, 2015, and 2017 NYC Approved: Calendar Number 219 -76 -SA and MEA 89-92-E, Volume 16 ABS Certified: Certificate 04-HS407984C-PDA VdS Approved: Certificates G4040095, G4040097, G4060056, G4060057, G4880045, G4930038, and G4980021 LPC Approved: Ref. Nos. 096e/03 and 096e/04 CE Certified: Standard EN 12259-1, EC -certificate of conformity 0832 -CPD -2001, 0832 -CPD -2003, 0786 -CPD -40130, and 0786 -CPD -40170 MED Certified: Standard EN 12259-1, EC -certificate of conformity 0832 -MED -1003 and 0832 -MED -1008 NOTE: Other International approval certificates are available upon request. Refer to Approval Chart 1 and Design Criteria on page 41 d for cULus Listing requirements and refer tc Approval Chart 2 and Design Criteria on page 41f for FM Approval requirements that must be followed. 3. TECHNICAL DATA Specifications: Available since 1987. Minimum Operating Pressure: 7 psi (0.5 bar)" Maximum Working Pressure: Sprinklers 12282 and 12290 are rated for Viking Technical Data may be found on use with water working pressures ranging from the minimum 7 psi The Viking G�rporation's Web site at (0.5 bar) up to 250 psi (17 bar) for high-pressure systems. High-pres- http:itwwvLvikinggroupinc.com. sure (HP) sprinklers can be identified by locating "250" stamped on The Web site may include a more recent the deflector. All other Part Nos. not mentioned above are rated to a edition of this Technical Data Page. maximum 175 psi (12 bar) wwp. Factory tested hydrostatically to 500 psi (34.5 bar) Testing: U.S.A. Patent No. 4,831,870 Thread size: Refer to the Approval Charts Nominal K -Factor: Refer to the Approval Charts Glass -bulb fluid temperature rated to -65 °F (-55 °C) Overall Length: Refer to the Approval Charts 'cULus Listing, FM Approval, and NFPA 13 installs require a minimum of 7 psi (0.5 bar). The minimum operating pressure for LPCB and CE Approvals ONLY is 5 psi (0.35 bar). Material Standards: Frame Casting: Brass UNS-C84400 or QM Brass for Sprinklers 06662B and 12282. Brass UNS-C& 400 for all other sprinklers. Deflector: Phosphor Bronze UNS-C51000 or Copper UNS-C19500 for Sprinklers 06662B, 06666B, and 067658. Copper UNS- C19500 for Sprinkler 12282. Phosphor Bronze UNS-C51000, Copper UNS-C19500 or Brass UNIS-C26000 for Sprinkler 06720B. Brass UNS-C26000 for all other Sprinklers. Bushing (for Sprinklers 06718B, 06720B, and 12290): Brass UNS-C36000 Bulb: Glass, nominal 3 mm diameter Belleville Spring Sealing Assembly: Nickel Alloy, coated on both sides with Teflon Tape Screw: Brass UNS-C36000 Form No. F081296 Replaces page 41a -f, dated November 16, 2010. (Added FM Approval for sprinkler 06765B.) Sprinkler 41 b December 20, 2010 MICROFAST® AND MicrofastHP® QUICK RESPONSE PENDENT SPRINKLERS The Viking Corporation, 210 N Industrial Park Drive, Hastings MI 49058 Telephone: 269-945-9501 Technical Services: 877-384-5464 Fax: 269-818-1680 Email: techsvcs@vikingcorp.com Pip Cap and InsertAssembly: Copper UNS-C11000 and Stainless Steel UNS-S30400 For e o ® Coated Sprinklers: Belleville Spring -Exposed, Screw -Nickel Plated, Pip Cap -Teflon® Coated For Polyester Coated Sprinklers: Belleville Spring -Exposed Ordering Information: (Also refer to the current Viking price list.) Order Microfas? and MicrofastHP® Quick Response Pendent Sprinklers by first adding the appropriate suffix for the sprinkler fin- ish and then the appropriate suffix for the temperature rating to the sprinkler base part number. Finish Suffix: Brass = A, Chrome-Enloy® = F, White Polyester = M -/W, Black Polyester = M -/B, and Black Teflon® = N Temperature Suffix (*F/°C): 135"/57" = A, 155°/68° = B, 175"/79° = D, 200"/93" = E, and 286*/141 * = G For example, sprinkler VK302 with a 1/2" thread, Brass finish and a 155 "F/68 *C temperature rating = Part No. 06662BAB Available Finishes And Temperature Ratings: Refer to Table 1. Accessories: (Also refer to the "Sprinkler Accessories" section of the Viking data book.) Sprinkler Wrenches: A. Standard Wrench: Part No. 10896W/B (available since 2000). B. Wrench for Coated and/or Recessed Sprinklers: Part No. 12144W/B* (available since 2003) C. Optional Protective Sprinkler Cap Remover/Escutcheon Installer Tool** Part No. 15915 (available since 2010.) NOTE: RECESSED PENDENT SPRINKLERS WITH PROTECTIVE CAPS MUST USE WRENCH 12144W/B. *A %" ratchet is required (not available from Viking). **Allows use from the floor by attaching a length of 1" diameter CPVC tubing to the tool. Ideal for sprinkler cabinets. Refer to Bulletin F_051808. Sprinkler Cabinets: A. Six -head capacity: Part No. 01724A (available since 1971) B. Twelve -head capacity: Part No. 01725A (available since 1971) 4. INSTALLATION Refer to appropriate NFPA Installation Standards. 5. OPERATION During fire conditions, the heat -sensitive liquid in the glass bulb expands, causing the glass to shatter, releasing the pip cap and sealing spring assembly. Water flowing through the sprinkler orifice strikes the sprinkler deflector, forming a uniform spray pattern to extinguish or control the fire. 6. INSPECTIONS, TESTS AND MAINTENANCE Refer to NFPA 25 for Inspection, Testing and Maintenance requirements. 7. AVAILABILITY The Viking Micxofas& and MicrofastHP® Quick Response Pendent Sprinklers are available through a network of domestic and international distributors. See The Viking Corporation web site for the closest distributor or contact The Viking Corporation. 8. GUARANTEE For details of warranty, refer to Viking's current list price schedule or contact Viking directly. Wrench Flats --- - -- gym\ --- --Protective-- Sprinkler Cap 10896 m Figure 1: Standard Sprinkler Wrench 10896W/B December 20, 2010 Sprinkler 41 c MICROFAST® AND MicrafastHP® QUICK RESPONSE PENDENT SPRINKLERS The Viking Corporation, 210 N Industrial Park Drive, Hastings MI 49058 Telephone: 269-945-9501 Technical Services: 877-384-5464 Fax: 269-818-1680 Email: techsvcs@vikingcorp.com Sprinkler Wrench 12144W/Bw for F nstalling coatednd/or recessed pendent sprinklers H : Care Fully slide the - - with protective caps, r : wrench sideways -- - -`--L _--- around the protective cap, ensuring engage— ment with the sprinkler w*A 1/2' ratchet is required wrench flats, (not available from Viking), Figure 2: Wrench 12144W/B for Coated and/or Recessed Pendent Sprinklers: AVAILABLE SPRINKLER TEMPERATURE RATINGS AND FINISHES Sprinkler Nominal Maximum Ambient _ Bulb Color Temperature Rating' Ceiling Temperature' TABLE 1: Sprinkler Temperature Classification Ordinary 135 'F (57 °C) 100 'F (38 °C) Orange Ordinary 155 °F (68 °C) 100 °F (38 °C) Red Intermediate 175 °F (79 °C) 150 °F (65 °C) Yellow Intermediate 200 °F (93 °C) 150 °F (65 °C) Green High 286 °F (141 °C) 225 'F (107 °C) Blue Sprinkler Finishes: Brass, Chrome-Enloy®, White Polyester, Black Polyester, and Black Teflon® Corrosion -Resistant Coatings': White Polyester, Black Polyester, and Black Teflon® Footnotes The sprinkler temperature rating is stamped on the deflector. z Based on NFPA-13. Other limits may apply, depending on fire loading, sprinkler location, and other requirements of tie Authority Having Jurisdiction. Refer to specific installation standards. ' The corrosion -resistant coatings have passed the standard corrosion test required by the approving agencies indicated in the Approval Charts. These tests cannot and do not represent all possible corrosive environments. Prior to installation, verify through the end-user that the coatings are compat- ible with or suitable for the proposed environment. For automatic sprinklers, the coatings indicated are applied to the exposed exterior surfaces only. Note that the spring is exposed on sprinklers with Polyester and Teflon® coatings. Sprinkler Wrench 12144W/Bw for F nstalling coatednd/or recessed pendent sprinklers H : Care Fully slide the - - with protective caps, r : wrench sideways -- - -`--L _--- around the protective cap, ensuring engage— ment with the sprinkler w*A 1/2' ratchet is required wrench flats, (not available from Viking), Figure 2: Wrench 12144W/B for Coated and/or Recessed Pendent Sprinklers: Sprinkler 41 d December 20, 2010 MICROFAST® AND MicrofastHP® QUICK RESPONSE PENDENT -NIKJSPRINKLERS The Viking Corporation, 210 N Industrial Park Drive, Hastings MI 49058 Telephone: 269-945-9501 Technical Services: 877-384-5464 Fax: 269-818-1680 Email: techsvcs@vikingcorp.com Approval Chat I (UL) A ,T ......"EY p� nklers Microfaste and MicrofastHP®Quick Response Pendent Sprinklers Maximum 176 PSI (12 barj WWP Sprinkler Thread Size Nominal Overall Listings and Approvals' Base SIN K -Factor Length (Refer also to Design Criteria on page 41e.) Part No.' NPT BSP U.S. metric2 Inches mm I cULus° NYCE VdS LPCB E Standard Orifice 06662B VK302 1/2" 15 mm 5.6 80.6 2-1/4" 1 58 1 AIX, B1Y AIX, B1Y A3 A3X, 133Y C3X, E3Y" C3X, E3Y13 Large Orifice 06666B VK352 3/4" 20 mm 8.0 115.2 2-3/8" 60 AIX, B1Y AIX, B1Y A3 A3X C3" — 06765B VK352 1/2" 15 mm 8.0 115.2 2-3/8" 60 AIX, B1Y AIX, B1Y A3 — — — Small Orifice8 0671868 VK329 1/2" 15 mm 2.8 40.3 2-3/16" 56 AIX, B1Y AIX, B1Y — — — — 0672013' VK331 1/2" 15 mm 4.2 57 2-1/4" 58 AIX, B1Y AIX, B1Y — — — — 06932B VK331 — 10 mm 4.2 57 2-3/8" 60 — — A3 — G212 — Maximum 250 PSI (17 bar) WWP Standard Orifice Sprinkler Thread Size Nominal Overall Listings and Approvals' Base SIN K -Factor Length (Refer also to Design Criteria on page 41e.) Part No' NPT BSP U.S. metric2 Inches mm cULus° NYC70 VdS LPCB E 12282 VK317 1/2" 15 mm 5.6 80.6 2-1/4" 58 AIX, B1Y I AIX — — — — Maximum 250 PSI (17 bar) WWP Small Orifice' 1229010 VK342 1 1/2" 1 15 mm 1 2.8 1 40.3 1 2-3/16" 1 56 1 AIX, B1Y AIX — — — — Approved Temperature Ratings A - 135 °F (57 "C), 155 "F (68 °C), 175 °F (79 °C), 200 "F (93 °C), Approved Escutcheons and 286 °F (141 °C) Approved Finishes X - Standard surface -mounted escutcheon or B - 135 °F (57 °C), 155 °F (68 °C), 175 °F (79 °C), and 200 °F 1 - Brass, Chrome-Enloyo, White the Viking Microfast® Model F-1 Adjustable (93 °C) Polyester6•7, Black Polyesters.', Escutcheon C - 155 °F (68 "C), 175 "F (79 "C), 200 °F (93 °C), and 286 "F (141 °C) and Black Teflon®' Y -Standard surface -mounted escutcheon or D - 135 °F (57 °C), 155 °F (68 °C), 175 °F (79 °C), and 286 °F 2 - Brass and Chrome-Enloy® the Viking Microfase Model F-1 Adjustable (141 °C) 3 - Brass, Chrome-Enloy®, White Escutcheon or recessed with the Viking E - 155 °F (68 'C), 175 °F (79 °C), and 200 °F (93 "C) Polyester', and Black Polyester' Micromatic16 Model E-1 or E-2 Recessed F - 155 °F (68 °C), 175 °F (79 "C), and 286 °F (141 °C) Escutcheon G - 155 "F (68 °C) Footnotes ' Base part number is shown. For complete part number, refer to Viking's current price schedule. 2 Metric K -factor measurement shown is when pressure is measured in Bar. When pressure is measured in kPa, divide the metric K -factor shown by 10.0. 3 This table shows the listings and approvals available at the time of printing. Check with the manufacturer for any additional approvals. ° Listed by Underwriters Laboratories Inc. for use in the U.S. and Canada. 5 Accepted for use, City of New York Board of Standards and Appeals, Calendar Number 219 -76 -SA. 6 cULus Listed as corrosion resistant. ' Other colors are available on request with the same Listings and Approvals as the standard colors. ' Listings and Approvals limited to Light Hazard Occupancies where allowed by the installation standards being applied, with hydraulically calculated wet systems only. Exception: 4.2K sprinklers may be installed on hydraulically calculated dry pipe systems where piping is corrosion resistant or internally galvanized. ' The sprinkler orifice is bushed. 10�rpted for use, City of New York Department of Buildings, MEA Number 89-92-E, Vol. 16. " CE Certified, Standard EN 12259-1, EC -certificate of conformity 0832 -CPD -2001 and 0832 -CPD -2003. 12 CE Certified, Standard EN 12259-1, EC -certificate of conformity 0786 -CPD -40130 and 0786 -CPD -40170. 13 ...MED Certified, Standard EN 12259-1, EC -certificate of conformity 0832 -MED -1003 and 0832 -MED -1008. December 20, 2010 Sprinkler 41 e The Viking Corporation, 210 N Industrial Park Drive, Hastings MI 49C°58 Telephone: 269-945-9501 Technical Services: 877-384-5464 Fax: 269-818-1680 Email: techsvcs@vikingcorp.com DESIGN CRITERIA - UL (Also refer to Approval Chart 1 on page 41d) cULus Listing Reauirements: Microfase and MicrofastHP® Quid( Response Pendent Sprinklers are cULus Listed as indicated in the Approval Chart for installation in accordance with the latest edition of NFPA 13 for standard spray sprinklers. • Designed for use in Light and Ordinary Hazard occupancies (exception: small orifice sprinklers are limited to Light Hazard where allowed by the installation standards being applied, with hydraulically calculated wet systems only). • The sprinkler installation rules contained in NFPA 13 for standard spray pendent sprinklers must be followed. IMPORTANT: Always refer to Bulletin Form No. F_091699 - Care and Handling of Sprinklers. Also refer to page QR1-3 for general care, installation, and maintenance information. Viking sprinklers are to be installed in accor- dance with the latest edition of Viking technical data, the appropriate standards of NFPA, LPCB, APSAD, VdS or other similar organizations, and also with the provisions of governmental codes, ordinances, and standards, whenever applicable. 1/2' (15 mm) �\ NPT 2-1/4' 1-5/8' (58 thin) C4 Pendent Sprinkler 06662B (VK302) Ceiling Opening Size: 2-5/16' (58.7 thin) minimum 2-1V8' 2-1/2' (63.5 thin) maximum (54 mm) 1-3/4' (44.5 mm) Installed with a standard 1/8' surface - Mounted escutcheon. 2' 1-1/2' (38.1 mm) (50.8 mm) Minimum Maximum Installed vOth a Microfast Model F-1 Adjustable Escutcheon Figure 3: Sprinkler VK302 Dimensions with a Standard Escutcheon and the Model F-1 Adjustable Escutcheon 2-1/8' (54 thin) Ceiling Opening 2-5/16' (58.7 thin) 2-1/2' (63.5 mm) Installed with a Micromatic Model E-1 Recessed Escutcheon Sizer 2-1/8' minimum (54 thin) Maximum 2't�2 1-:/8' (28.6 mm) (50.8 thin) Minimum Maximum i Installed with a thread on Model E-2 Recessed Escutcheon Figure 4: Sprinkler VK302 Dimensions with the Model E-1 and E-2 Recessed Escutheons Sprinkler 41 f December 20, 2010 MICROFAST® AND MicrofastHP® QUICK RESPONSE PENDENT NIKJW:G4JSPRINKLERS The Viking Corporation, 210 N Industrial Park Drive, Hastings MI 49058 Telephone: 269-945-9501 Technical Services: 877-384-5464 Fax: 269-818-1680 Email: techsvcs@vikingcorp.com Approval Chart 2 (FM) - ,T,,"81300 KEY - Microfasf Quick Response Pendent Sprinklers --FWsh Ai X+- Eawodtem (1f+e) Maximum 175 PSI (12 bar) WWP - Sprinkler Thread Size Nominal K -Factor Overall Length FM Approvals' Base Part No. SIN (Refer also to Design Criteria below.) NPT7 BSP U.S. metric2 Inches mm Standard Orifice 06662B VK302 1/2" 15 mm 5.6 80.6 1 2-1/4" 58 A2X, 132Y Large Orifice 06666B VK352 3/4" 20 mm 8.0 115.2 2-3/8" 60 A1X, B1Y 06765B VK352 1/2" 15 mm 8.0 115.2 2-3/8" 60 A% B1Y Small Orifice" 0671868 VK329 1/2" 15 mm 2.8 40.3 2-3/16" 56 A1X Approved Escutcheons Approved Temperature Ratings Approved Finishes X - Standard surface -mounted escutcheon or the Viking A - 135 "F (57 "C), 155 °F (68 °C), 175 °F (79 °C), 1 - Brass and Chrome-Enloy® Microfast® Model F-1 Adjustable Escutcheon 200 "F (93 °C), and 286 °F (141 °C) 2 - Brass, Chrome-Enloy®, White Polyesters, Y - Standard surface -mounted escutcheon or the B - 135 "F (57 °C), 155 °F (68 °C), 175 °F (79 -C), °F °C) and Black Polyesters Viking Microfast® Model F-1 Adjustable Escutcheon and 200 (93 or recessed with the Viking Micromatic" Model E-1 or E-2 Recessed Escutcheon Footnotes Base part number is shown. For complete part number, refer to Viking's current price schedule. 2 Metric K -factor measurement shown is when pressure is measured in Bar. When pressure is measured in kPa, divide the metric K -factor shown by 10.0. 3 This table shows the listings and approvals available at the time of printing. Check with the manufacturer for any additional approvals. FM Approved as quick response control mode standard spray Non -storage sprinklers. For specific application and installation requirements, reference the latest applicable FM Loss Prevention Data Sheets (including Data Sheet 2-0). s Other colors are available on request with the same Listings and Approvals as the standard colors. 8 The sprinkler orifice is bushed. DESIGN CRITERIA - FM (Also refer to Approval Chart 2 above.) FM Aooroval Reauirements: The sprinklers indicated in Approval Chart 2 are FM Approved as quick response Non -storage standard spray pendent sprinklers as indicated in the FM Approval Guidet. For specific application and installation requirements, reference the latest applicable FM Loss Prevention Data Sheets (including Data Sheets 2-0 and 8-9). FM Global Loss Prevention Data Sheets contain guidelines relating to, but not limited to: minimum water supply requirements, hydraulic design, ceiling slope and obstructions, minimum and maximum allowable spacing, and deflector distance below the ceiling. NOTE: The FM installation guidelines may differ from cULus and/or NFPA criteria. tSprinklers VK302 and VK352 are also FM Approved as quick response Rack Storage standard spray pendent sprinklers. Refer to technical data page 131a -e for Intermediate Level In -Rack Sprinklers. IMPORTANT: Always refer to Bulletin Form No. F_091699 - Care and Handling of Sprinklers. Also refer to page QR1-3 for general care, installation, and maintenance information. Viking sprinklers are to be installed in ac- cordance with the latest edition of Viking technical data, the appropriate standards of NFPA, FM Global, LPCB, APSAD, VdS or other similar organizations, and also with the provisions of governmental codes, ordinances, and standards, whenever applicable. Form No. F081296 Replaces page 41 a -f, dated November 16, 2010. (Added FM Approval for sprinkler 06765B.) SPEARS FlameGuardTM CPVC Drain & Check Valves For NFPA 13D Applications Only Application: FlameGuardTm CPVC Orange Drain Valves and Check Valves are for use in configuring CPVC Fire Sprinkler System connection to water supply (riser/drain assembly) in NFPA 13D installatiors only. These valves are NOT for use in any other locations within the fire sprinkler system. Drain Valve Check Valve Special Reinforced (SR) Threaded Inlet Check Valve CPVC Drain Valves CPVC Check Valves Disc Price Part Number Size I Code Each Socket x Socket 6622-005CO 1/2 0041 17.19 6622-007CO 3/4 0041 22.68 6622-01000 1 0041 28.36 CPVC Check Valves CPVC Special Reinforced Th-ead Inlet Check Valves Disc Price Part Number Size I Code Each Socket x Socket S1520-1000 1 004 22.56 S1520-12CO 1-114 004 25.22 S1520-15CO 1-1/2 004 28.36 CPVC Special Reinforced Th-ead Inlet Check Valves General Installation Information: Socket end connections should be installec using Spears@ FS -5 One -Step Cement for use witl- Spears® CPVC Fire Sprinkler Products. Threaded connections should be made using Spears@ BLUE 75 T Thread Sealant tested for compatibility with C'VC materials. Swing check valves are designed for iorizontal installations, but may be installed in up -flow only vertical position. Check valves MUST be installed with the valve's FLOW arrow pointing in the direction of the flow. Do not install valve upside down. NOT FOR USE WITH COMPRESSED AIR OR GAS Page 1 Spears°' Manufacturing Company Progressive Products from Spears® Innovation and Technology Disc Price Part Number Size I Code Each SR Fi t x Socket S1520-10FSRSCO 1 004 24.44 S1520-12FSRSCO 1-1/4 004 28.22 S1520-15FSRSCO 1-112 0041 33.47 General Installation Information: Socket end connections should be installec using Spears@ FS -5 One -Step Cement for use witl- Spears® CPVC Fire Sprinkler Products. Threaded connections should be made using Spears@ BLUE 75 T Thread Sealant tested for compatibility with C'VC materials. Swing check valves are designed for iorizontal installations, but may be installed in up -flow only vertical position. Check valves MUST be installed with the valve's FLOW arrow pointing in the direction of the flow. Do not install valve upside down. NOT FOR USE WITH COMPRESSED AIR OR GAS Page 1 Spears°' Manufacturing Company Progressive Products from Spears® Innovation and Technology C ,l FlameGuardTM CPVC Drain & Check Valves For NFPA 13D Applications Only Drain Valve: Nominal Size Range Type Material Seats Seals Handle End Connections Check Valve: Nominal Size Range Type Material Seat End Connections Specifications 1121's 3/411, 111 1/4 -Turn Ball Valve, Maintenance -free Sealed Unit CPVC, Orange PTFE/HDPE EPDM Polypropylene, Red Socket x Socket Socket x Socket Part Number Nominal Sine A Dimension Reference inches, t 1116 B C D E 6622-005C0 1/2 1-7/16 1-1/4 3-1/16 1-5/81-5/8 6622-007C0 3/4 1-13/16 1-1/2 3-9/16 2 2 6622-01000 1 2-1/16 1-3/4 4 2-5/16 2-5/16 1", 1-1/4", 1-1/2" Swing Check, Maintenance -free Sealed Unit CPVC, Orange EPDM Socket x Socket Socket x Special Reinforced (SR) Female Plastic Thread Made in the U.S.A. NOT FOR USE WITH COMPRESSED AIR OR GAS Progressive Products from Spears® Innovation and Technology Page 2 Dimension Reference (inches, t 111 Socket x Socket SR Thread x Socket Nominal B Cv Part Number Part Number Size A Socket I SR Thread C D (GPK S1520-1000 S1520-10FSRSCO 1 1-11/16 2-5/16 1 2-15/16 49/16 25/8 33 S1520-12CO S1520-12FSRSC0 1-1/4 2-1/16 2-15/16 1 3-5/8 5-1/2 3-3/8 42 S1520 -15C0 I S1520-15FSRSCO 1-1/2 2-7/16 3 1 3-11/16 5-5/8 3-3/8 1 89 Made in the U.S.A. NOT FOR USE WITH COMPRESSED AIR OR GAS Progressive Products from Spears® Innovation and Technology Page 2 SYSTEM SENSORw WFDTH Waterflow Detector The System Sensor WFDTH Retard T -Tap Waterflow Detector is designed for primary signaling in residential systems and fits within 2x4 stud wall construction. Features • Residential sprinkler systems • Sealed retard mechanism Visual switch activation Rugged, dual SPDT switches enclosed in a durable terminal block • Easy to install and maintain design • Vertical or horizontal mount • Field replaceable retard mechanism and switch assembly • Twelve different flexible paddles • Durable, tamper resistant enclosure • Two conduit openings Handy depth gauge • Accommodates up to 12 AWG wire • 100% synchronization fires alarm panel and.local bell simultaneously Agency Listings u� a U C �' MEA LISTED approved 5739 C5169 7770.1653:114 167-93-E The WFDTH fits any tee that has a 1- NPTbrar ch, including: 1 ",1'/a", 1'/z", and 2" NPT threaded ferrous and bass tees; I ",1'/4",1'/z" and 2" copper sweat tees; Central, Spears*, and Victa clic' brand 1 "CPVC tees; and 1'/z" polybutylene tees. Design.The design of tie WFDTH ma<E ; it Easy to install and simple to maintain. It can be mounted it the vertical or horizontal position. Two conduit openings permi- easy i ttachment to the local alarm system.The retard mechanism a,-ic swi=ch assembly are field - replaceable. Features.Twelve different flexible padd es ft 1, 1'/4", 1'k", and 2" tees. Sizes are marked clearly on the pz d jle f)r ease of installation. Plastic paddles slip over the actuating ever a -id are securely fastened with one screw. The handy depth gauge insures the proper installation depth and clearance of the d'etecor to the tee. Construction. The WFDTH includes adirabe and tamper resistant enclosure. Its sealed retard assures tha- t ie d?lay mechanism is not contaminated by dust and dirt wher the•cover is removed.The long lasting cover completely enclose:, t ie e ectrical components to further keep out dust and dirt. Impr:)v=d self -guiding security screws and removal tools make detecbr res stant to tampering and simplify field maintenanze. WFDTH Model shall be a WFDTH as manufactured by System Sensor. T -tap waterflow detectors shall be installed on a tee that has a 1- NP- branch including: 1 -J %4", 11/2-, or 2 -threaded ferrous or brass tee; 1-2' copper sweat tees; Central, Spears*, and Victaulic' brand I' CPVC tees; or 1 tk' polybutylene tee as designated on the drawings and/or as specified herein. Detectors shall mount on any clear pipe span of the appropriate size, either a vertical or horizontal run at least 6 -from any fittings or valves which may change water direction, flow rate, or pipe diameter or no closer than 24 -from a valve or drain. Detectors shall have a sensitivity in the range of 4 to 10 gallons per minute and a static pressure rating of 250 psi.The retard t -tap detector shall be a sealed mechanical pneumatic unit with visual indication of actuation. The actuation mechanism shall include a polyethylene vane inserted through the tee fitting and connected by a mechanical linkage to the delay mechanism. Outputs shall consist of dual SPDT switches (Form C contacts).Two conduit entrances (one of which is a;knockout type) for standard fittings of commonly used electrical conduit shall be provided on the detectors. A grounding provision is provided. WFDTH is listed by Underwriters Laboratories for indoor use. Physical/Operating Static Pressure Rating 250 PSI (max) Operating Temperature Range 32°F to 120°F (0°C ro 49°Q Maximum Surge 18 FPS Enclosure Rating UL listed for indoc- use Triggering Threshold 4-10 GPM CoverTamper Switch Canadian models only, factory installed Bandwidth (Flow Rate) Overall Dimensions, 4.5- H x 3.55-W x 6.7'L Service Use Automatic Sprinkl !r: NFPA 13 Installed (11.4cm H x 9cm W x 17cm L) One orTwo Family Dwelling: NFPA 13D Residential Occupancies up to 4 Stories: NFPA 13R National Fire Alarm Code: NFPA 72 Contact Ratings Two sets of SPDT (Form Q Shipping Weight 2.6 lbs. (1.2 kg.) 10.0 A @ 125/250 VAC 2.5 A@ 24 VDC Compatible Tee Threaded ferrous and brass tees, copper Warranty 3 years Fittings sweat tees, CPVC tees, and polybutylene tees Conduit Entrances Two openings for 1h- conduit. U.S. Patent Numbers 3,845,259; 4,782,3= 3; 5,213,205 Electrical Connections Delay Adjustment Dial NOTE: Common and B connections will dose when vane is deflected, i.e., when water is flowing. Dual switches permit applications to be combined on a single detector. Delay adjustment CONTACT RATINGS dial 1125/250VACI 10AMPS 24 VDC I 2.5AMPS WFDT/WFDTH WFDTIWFDTH I e B i B B To nonsilenceable end -of -line initiating zone resistor of listed FACPcote I cote cora I cote Typical FACP Connection NOTE: Retard time mar exceed 90 seconds. Adjust and verily that time does not exceed 90 seconds. r — - To power e source local compatible bell cote bell Break wire as shown for supervision of connection. DO NOT allow stripped wire leads to extend beyond Typical Local Ball Connection switch housing. DO NOT loop wires. WFDT,WFDTH switch assembly Ordering Information I'L Model flo. I LE/Canadian Model 11o. -11 WFDTH WFDTHA Waterflow Detector, Fits 1-, 1'/4 ,1'h', 2 -ferrous and brass threaded =ees; 1', 1'/4-, 1 Yz', 2 -copper sweat tees; 1' CPVC tees; and 1 %2' polybutylene tees Accessories A77-01-02 Replacement terminal block for WFDTH S07-66002 Replacement tampe- screws for covers of WFDTH PRK9 Replacement paddle kit - 12 paddles for WFDTH (see WFDW Replacement tampe- proof wrench for cover of WFDTH for sizes included) WFDTH A3008-00 Replacement retard mechanism C58-0009-000 Replacement metal :over Spears' isa registered trademark of the Spears Manufacturing CompanyNicmulic' isa registered trademark of the Vctaulic Company of America. SYSTEM WON System Sensor. SENSOR 3825 Ohio Avenue • 5t. Charles, IL 60174 Podmfor curremproductinfor amindrgewthel no version ofthisdamshsystemsenso.eet. Phone: 800-SENSOR2 • Fax: 630-377-6495 NnempmduRinfomaon,indudingthelatessvcvsonof hsdaashex AM -0941-007.4/07 • W1676 )ATE: iii/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\1st Kitzhen.rdfPage 1 RESIDENTIAL FIRE SYSTEMS, INC. (HH) 2871 E. VIA MARTENS ANAHEIM,CA 92806 RESIDENTIAL SPRINKLER SYSTEM HYDRAULICS CALCULATION REPORT FOR YOUNG RESIDENCE LA QUINTA, CA 92253 52-450 VIA DONA 2 HEAD Kitchen Calc. Date: 11/4/2011 CITY OF LA QUINTA BUILDING & SAFETY T. ®TY DEP /y FOR CONSTRUCTION DATE BY File No: 5335 Data File Name: 1st Kitchen.rdf SPRINKLER SPACING 256.0 sq. ft./spklr.(max) Max. Dist. Bet. Spklrs: 16.0 ft. Min. Dist. Bet. Spklrs: 8.0 Max. Dist. Spklr. to Wall: 8.0 ft. SPRINKLER SPECIFICATIONS Mfr: Viking Descr: VK457 Conc.Pend.(16xl6) K=4.90 Calculated K Factor for Arm -Overs & Drops: 1.0 ft. x 0.874 in. Drop: K=4.71 (Incl. 1 Tee) 0.0 ft. x 0.874 in. Arm -Over: K=4.67 (Incl. 1 Tee & 1 Ell) PIPE SPECIFICATIONS Type: CPVC HWC: 150 WATER SUPPLY Source: Public Test .Date: 10/4/11 By: CVWD . Static: 66.6 psi Resid: 20.0 psi Flow:1500.0 gpm Public Main Size: 6 in Domestic Demand: 5.0 gpm at node number 4 SPRINKLER DEMAND No.Spklrs. Min Spklr.- Press. Node Total Avail. Req'd Flowing Flow (psi) No. Flow Press. Press. 1 13.0 7.6 29 18.0 66.E 28.2 2 13.0 7.6 29 31.0 66.E 49.5 - REVIEWING AUTHORITY RCFD NOV 0 9 '1011 DATE: 'il/4/'2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\1st Kitchen.rdf Page 2 RESULTS OF ANALYSIS PIPE & NODE DATA * FLOW ANALYSIS * 1 sprinkler flowing * 2 sprinklers flowing FIXD # END LEN FIT. LOSS EL SP *DISCH FLOW PF PT *DISCH FLOW PF PT 3WC NOD DIA EQV.LN PUMP (FT) (K) *(GPM) FL/FT PE (PSI)*(GPM) FL/FT PE (PSI) 1 1 16.50 B ---- -2.0 SRCE ---- 18.0 2.06 28.2 ---- 31.0 5.63 49.5 L50 2 0.995 6.0 ---- -2.0 ---- ---- 0.09 0.00 26.1 ---- 0.25 0.00 43.8 2 2 75.90 2L -5.0 -2.0 ---- ---- 18.0 0.82 26.1 ---- 31.0 2.24 43.8 L50 3 1.598 14.0 ---- -2.0 ---- ---- 0.01 0.00 20.3 ---- 0.02 0.00 36.6 3 3 4.50 L ---- -2.0 ---- ---- 18..0 0.10 20.3 ---- 31.0 0.28 36.6 L50 4 1.505 4.0 ---- 2.0 -5 5 0.01 1.73 18.4 5 0.03 1.73 34.6 4 4 0.50 B ---- 2.0 -5 5 13.0 0.17 18.4 5 26.10 0.61 34.6 L50 5 1.101 5.0 ---- 2.0 ---- ---- 0.03 0.00 18.3 ---- 0.11 0.00 34.0 5 5 4.00 L ---- 2.0 ---- ---- 13.0 0.28 18.3 ---- 26.0 0.99 34.0 L50 6 1.101 5.0 ---- 4.0 ---- ---- 0.03 0.87 17.1 ---- 0.11 0.87 32.1 6 6 2.00 S ---- 4.0 ---- ---- 13.0 0.31 17.1 ---- 26.0 1.11 32.1 L50 7 1.101 8.0 ---- 6.0 ---- ---- 0.03 0.87 16.0 ---- 0.11 0.87 30.1 7 7 4.00 R ---- 6.0 ---- ---- 13.0 0.15 16.0 ---- 26.0 0.55 30.1 L50 8 1.101 1.0 ---- 10.0 ---- ---- 0.03 1.73 14.1 ---- 0.11 1.73 27.9 8 8 6.70 L ---- 10.0 ---- ---- 13.0 1.01 14.1 ---- 26.0 3.64 27.9 L50 9 0.874 4.0 ---- 10.0 ---- ---- 0.09 0.00 13.1 ---- 0.34 0.00 24.2 9- 9 49.40 2B9R ---- 10.0 ---- ---- 6.1 1.52 13.1 ---- 12..3 5.47 24.2 L50 10 0.874 15.0 ---- 10.0 ---- ---- 0.02 0.00 11.5 ---- 0.C8 0.00 18.7 10 9 44.50 2B3R ---- 10.0 ---- ---- 6.9 1.55 13.1 ---- 13.7 5.58 24.2 L50 11 0.874 9.0 ---- 10.0 ---- ---- 0.0.3 0.00 11.5 ---- 0.10 0.00 18.6 11 11 10.50 2L2B _--- 10.0 ---- ---- 2.7 0.13 11.5 ---- 5.5 0.47 18.6 150 12 0.874 14.0 ---- 12.0 ---- ---- 0.01 0.87 10.5 ---- O.C2 0.87 17.3 12 11 25.90 2LB3R ---- 10.0 ---- ---- 4.1 0.45 11.5 ---- 8.2 1.62 18.6 150 13 0.874 14.0 ---- 14.0 ---- ---- 0.01 1.73 9.3 ---- 0.04 1.73 15.3 13 13 7.10 3L2B ---- 14.0 ---- ---- -2.7 0.13 9.3 ---- -5.5 0.48 15.3 150 14 0.874 18.0 ---- 12.0 ---- ---- -0.01 0.87 10.3 ---- -0.02 0.87 16.6 14 13 4.00 B ---- 14.0 ---- ---- 6.9 0.20 9.3 ---- 13.7 0.73 15.3 150 15 0.874 3.0 ---- 14.0 ---- ---- 0.03 0.00 9.1 ---- 0.10 0.00 14.6 15 15 66.00 2LB8R ---- 14.0 ---- ---- 1.2 0.09 9.1 ---- 2.3 0.33 14.6 150 16 0.874 19.0 ---- 10.0 ---- ---- 0.00 1.73 10.8 ---- 0.00 1.73 16.0 16 16 66.70 2L2B9R ---- 10.0 ---- ---- 1.2 0.10 10.8 ---- 2 3 0.35 16.0 150 17 0.874 23:0 ---- 10.0 ---- ---- 0.00 0.00 10.7 ---- 0.00 0.00 15.6 DATE: Oil/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\1st Ki=chen.rdfPage 3 17 17 1.90 B ---- 10.0 ---- ---- 0.0 0.00 10.7 ---- 0.D ,0.00 15.6 L50 18 0.874 3.0 ---- 10.0 ---- ---- 0.00 0.00 10.7 ---- 0.0D 0.00 15.6 18 17 20.80 4L2B2R ---- 10.0 ---- ---- 1.2 0.05 10.7 ---- 2.3 0.17 15.6 L50 19 0.874 24.0 ---- 14.0 ---- ---- 0.00 1.73 8.9 ---- 0.0D 1.73 13.7 19 19 0.50 B ---- 14.0 ---- ---- 0.0 0.00 8.9 ---- 0.D 0.00 13.7 L50 20 0.874 3.0 ---- 14.0 ---- ---- 0.00 0.00 8.9 ---- 0.0D 0.00 13.7 20 19 2.90 R ---- 14.0 ---- ---- 1.2 0.00 8.9 ---- 2.3 0.02 13.7 L50 21 0.874 1.0 ---- 14.0 ---- ---- 0.00 0.00 8.9 ---- O.OJ 0.00 13.7 21 21 0.50 B ---- 14.0 ---- ---- 0.0 0.00 8.9 ---- 0.O 0.00 13.7 L50 22 0.874 3.0 ---- 14.0 ---- ---- 0.00 0.00 8.9 ---- 0.03 0.00 13.7 22 21 97.80 7B9R ---- 14.0 ---- ---- 1.2 0.14 8.9 ---- 2.3 0.50 13.7 L50 23 0.874 30.0 ---- 14.0 ---- ---- 0.00 0.00 8.7 ---- 0.00 0.00 13.2 23 23 0.10 R ---- 14.0 ---- ---- -5.5 0.02 8.7 ---- -10.6 0.07 13.2 L50 24 0.874 1.0 ---- 14.0 ---- ---- -0.02 0.00 8.8 ---- -0.07 0.00 13.3 24 24 2.40 R ---- 14.0 ---- ---- -0.7 0.00 8.8 ---- -1.1 0.00 13.3 L50 25 0.874 1.0 ---- 14.0 ---- ---- 0.00 0.00 8.8 ---- 0.00 0.00 13.3 25 24 6.00 B ---- 14.0 ---- ---- -4.8 0.13 8.8 ---- -9.5 0.48 13.3 L50 26 0.874 3.0 ---- 14.0 ---- ---- -0.01 0.00 8.9 - - - - -0.05 0.00 13.7 26 26 10.00 R ---- 14.0 ---- ---- -5.7 0.23 8.9 ---- -11.4 0.81 13.7 L50 15 0.874 1.0 ---- 14.0 ---- ---- -0.02 0.00 9.1 ---- -0.07 0.00 14.6 27 26 44.90 2L3B7R ---- 14.0 ---- ---- 0.9 0.05 8.9 ---- 1.9 0.18 13.7 L50 27 0.874 24.0 ---- 10.0 ---- ---- 0.00 1.73 10.6 - - - - 0.00 1.73 15.3 28 23 43.40 4LB4R ---- 14.0 ---- ---- 6.6 1.80 8.7 ---- 13.0 6.24 13.2 150 28 0.874 23.0 ---- 10.0 ---- ---- 0.03 1.73 8.7 - - - - O.C9 1.73 8.7 29 28 4.30 LB ---- 10.0 ---- ---- 13.0 1.07 8.7 ---- 13.0 1.07 8.7 150 29 0.874 7.0 ---- 10.0 4.71 13.0 0.09 0.0.0 7.6 13.0 0.C9 0.00. 7.6- 30 28 4.80 R ---- 10.0 ---- ---- -6.4 0.15 8.7 ---- 0_0 0.00 8.7 150 30 0.874 1.0 ---- 10.0 ---- ---- -0.03 0.00 8.8 - - - - 0.00 0.00 8.7 31 30 4.30 LB ---- 10.0 ---- ---- 0.0 0.00 8.8 ---- 13.0 1.07 8.7 150 31 0.874 7.0 ---- 10.0 4.71 ---- 0.00 0.00 8.8 13.0 0.C9 0.00 7.6 32 30 15.10 2LB ---- 10.0 ---- ---- -6.4 0.66 8.8 ---- -13.0 2.48 8.7 150 32 0.874 11.0 ---- 10.0 ---- ---- -0.03 0.00 9.5 ---- -.0.C-9 0.00 11.2 33 3210.00 L ---- 10.0 ---- ---- -6.4 0.35 9.5 - - - - -13.0 1.33 11.2 150 33 0.874 4.0 ---- 20.0 ---- ---- -0.03 4.33 5.5 ---- -0.09 4.33 8.2 34 33 7:80 EL ---- 20.0 ---- ---- -6.4 0.32 5.5 ---- -13.0 1.21 8.2 150 34 0.874 5.0 ---- 20.0 ---- ---- -0.03 0.00 5.8 ---- -0.09 0.00 9.4 35 34 1.20 B ---- 20.0 ---- ---- 0.0 0.00 5.8 - - - - 0 0 0.00 9.4 150 35 0.874 3.0 ---- 20.0 ---- ---- 0.00 0.00 5.8 ---- 0.00 0.00 9.4 DATE:`*11/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\lst Kitchen.rdfPage 4 36 34 12.10 2R ---- 20.0 ---- ---- -6.4 0.36 5.8 ---- -13.0 1.34 9.4 150 36 0.874 2.0 ---- 20.0 ---- ---- -0.03 0.00 6.2 ---- -0.09 0.00 10.7 37 36 19.10 BR ---- 20.0 ---- ---- 0.7 0.01 6.2 ---- 1.1 0.02 10.7 150 37 0.874 4.0 ---- 20.0 ---- ---- 0.00 0.00 6.2 ---- 0.00 0.00 10.7 38 37 1.50 B ---- 20.0 ---- ---- 0.0 0.00 6.2 ---- 0.0 0.00 10.7 150 38 0.874 3.0 ---- 20.0 ---- ---- 0.00 0.00 6.2 ---- 0.00 0.00 10.7 39 37 1.00 R ---- 20.0 ---- ---- 0.7 0.00 6.2 ---- 1.1 0.00 10.7 150 39 0.874 1.0 ---- 20.0 ---- ---- 0.00 0.00 6.2 ---- 0.00 0.00 10.7 40 39 15.60 LB ---- 20.0 ---- ---- 0.0 0.00 6.2 - - - - 0.0 0.00 10.7 150 40 0.874 7.0 ---- 20.0 ---- ---- 0.00 0.00 6.2 ---- 0.00 0.00 10.7 41 39 3.80 R ---- 20.0 ---- ---- 0.7 0.00 6.2 ---- 1.1 0.00 10.7 150 41 0.874 1.0 ---- 20.0 ---- ---- 0.00 0.00 6.2 ---- 0.00 0.00 10.7 42 41 10.00 L ---- 20.0 ---- ---- 0.7 0.01 6.2 ---- 1.1 0.01 10.7 150 25 0.874 4.0 ---- 14.0 ---- ---- 0.00 2.60 8.8 ---- 0.00 2.60 13.3 43 36 0.80 R ---- 20.0 ---- ---- -7.0 0.05 6.2 ---- -14.2 0.20 10.7 150 42 0.874 1.0 ---- 20.0 ---- ---- -0.03 0.00 6.2 ---- -0.11 0.00 10.9 44 42 1.30 B ---- 20.0 ---- ---- -0.9 0.00 6.2 ---- -1.9 0.01 10.9 150 43 0.874 3.0 ---- 20.0 ---- ---- 0.00 0.00 6.2 ---- O.CO 0.00. 10.9 45 43 10.00 L ---- 20.0 ---- ---- -0.9 0.01 6.2 ---- -1.9 0.04 10.9 150 27 0.874 4.0 ---- 10.0 ---- ---- 0.00 4.33 10.6 ---- O.CO 4.33 15.3 46 42 21.20 6R ---- 20.0 ---- ---- -6.1 0.64 6.2 ---- -12.3 2.31 10.9 150 44 0.874 6.0 ---- 20.0 ---- ---- -0.02 0.00 6.9 ---- -O.C8 0.00 13.2 47 44 10.00 L ---- 20.0 ---- ---- -6.1 0.33 6.9 ---- -12.3 1.19 13.2 150 10 0.874 4.0 ---- 10.0 ---- ---- -0.02 4.33 11.5 ---- - 0 . C 8 4.33 18.7 . 48 12 5.00 L ---- 12.0 ---- ---- 2.7 0.05 10.5 - - - - 5..5 0.17 17.3 150 45 0.874 4.0 ---- 19.0 ---- ---- 0.01 3.03 7.4 ---- O.C2 3.03 14.1 49 45 0.50 L ---- 19.0 ---- ---- 2.7 0.02 7.4 ---- 5.5 0.09 14.1 150 46 0.874 4.0 ---- 19.0 ---- ---- 0.01 0.00 7.4 ---- 0..C2 0.00 14.0 50 46 12.70 2EB2R ---- 19.0 ---- ---- 1.2 0.02 7.4 ---- 2.4 0.08 14.0 150 47 0.874 7.0 ---- 19.0 ---- ---- 0.00 0..00 7.4 ---- 0.00 0.00 13.9 51 47 4.40 B ---- 19.0 ---- ---- 1.2 0.01 7.4 ---- 2.4 0.03 13.9 150 48 0.874 3.0 ---- 20.0 ---- ---- 0.00 0.43 7.0 ---- O.CO 0.43 13.5 52 48 5.80 ER ---- 20.0 ---- ---- 1.2 0.01 7.0 ---- 2.4 0.03 13.5 150 49 0.874 2.0 ---- 19.0 ---- ---- 0.00 0.43 7.4 ---- O.CO 0.43 13.9 53 49 4.40 B ---- 19.0 ---- ---- 0.0 0.00 7.4 ---- 0.0 0.00 13.9 150 50 0.874 3.0 ---- 20.0 ---- ---- 0.00 0.43 6.9 ---- O.CO 0.43 13.4 54 49 6.10 E2R ---- 19.0 ---- ---- 1.2 0.01 7.4 ---- 2.4 0.04 13.9 150 51 0.874 3.0 ---- 19.0 ---- ---- 0.00 0.00 7.4 ---- O.CO 0.00 13.8 DATE: 11/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\1st Kitchen.rdfPage 5 55 51 20.20 4E3R ---- 19.0 ---- ---- -1.5 0.05 7.4 ---- -3.- 0.18 13.8 150 46 0.874 7.0 ---- 19.0 ---- ---- 0.00 0.00 7.4 ---- -0.0- 0.00 14.0 56 51 0.40 B ---- 19.0 ---- ---- 2.7 0.02 7.4 ---= 5.5 0.06 13.8 150 52 0.874 3.0 ---- 19.0 ---- ---- 0.01 0.00 7.3 ---- 0.02 0.00 13.8 57 52 5.00 L ---- 19.0 ---- ---- 2.7 0.05 7.3 ---- 5.5 0.17 13.8 150 14 0.874 4.0 ---- 12.0 ---- ---- 0.01 3.03 10.3 ---- 0.02 3.03 16.6 Node Notes Pipe Notes Legend: P - Pipe # LEN - Pipe Length DIA - Pipe Diameter FIT. - Pipe Fittings �QV. LN - Pipe Equivalent Length FIXD LOSS - Fixed Loss Device PUMP - Pump Pressure EL - Node Elevation 3P - K -Factor DISCH - Discharge in gpm FLOW - Flow Rate FL/FT - Friction Loss per Foot PF - Pressure Loss due to Friction PE - Pressure Loss due to Elevation PT - Total Pressure at Node Fitting Code Letters: E=45 Ell, L=90 Ell, B=TeeBch, R=TeeRun, C=Couplg, S=SwgChk, G=GatVly, X= X, The maximum velocity of water flow occurs in pipe 1 at 7.42 ft/s with 1 sprinkler flowing. The maximum velocity of water flow occurs in pipe 8 at 13.90 ft/s with 2 sprinklers flowing. PIPE FITTINGS TABLE Pipe Table Name: standard.npt PAGE: C MATERIAL: CPVC HWC: 150 _Y Z G.00 0.00 )iameter 0.00 Equivalent Fitting Lengths in Feet (in) E L B R C S G X 45 Ell 90 Ell TeeBch TeeRun Couplg SwgChk GatVly X ).874 1.00 4.00 3.00 1.00 1.00 5.00 2.00 0.00 1.101 1.00 5.00 5.00 1.00 1.00 8.00 2.00 0.00 1.598 2.00 7.00 8.00 1.00 1:00 14.00 3.00 0.00 PAGE: K MATERIAL: Copper Tube -K HWC: 150 )iameter Equivalent Fitting Lengths in Feet (in) E L B R C . S G X 45 Ell 90 Ell TeeBch TeeRun Couplg SwgChk GatVly X x.995 1.00 2.00 6.00 2.00 2.00 6.00 0.00 0.00 Y Z _Y Z G.00 0.00 0.00 0.00 0.00 0.00 Y Z Y Z 0.00 0.00 Y= DATE:'11/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\1st Kitchen.rdfPage 6 PAGE: L MATERIAL: Copper Tube -L HWC: 150 Diameter Equivalent Fitting Lengths in Feet (in) E L B R C S G X y Z 45 Ell 90 Ell TeeBch TeeRun Couplg SwgChk GatVly X y Z 1.505 2.00 4.00 9.00 3.00 3.00 10.00 0.00 0.00 0..00 0.00 Sprinkler system has been hydraulically calculated with the HASS HOUSE 3.2 computer program (License No. 38061304 ) to provide an average imbalance of 0.010 gpm at each node and a maximum imbalance of 0.08 gpm with one sprinkler flowing, and 0.010 gpm at each node and maximum imbalance of 0.07 gpm with 2 sprinklers flowing in accordance with NFPA 13 and 13D or 13R. HRS Systems, Inc. 208 South Public Square Petersburg, TN 37144 (931) 659-9760 DATE:`11/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\lst Kitchen.rdfPage 7 WATER SUPPLY CURVE 75.0 1 67.5 A `C P 60.0 R E 52.5 SOD S D 45.0 U R 37.5 E ( 30.0 CB P 22.5 S I 15.0 I 7.5 1..... 0.0 „ 04 8 12 16 20 24 28 32 36 40 FLOW (GPM) Static = 66.6 psi, Residual = 20.0 psi @ 1500 gpm (1 sprinkler flowing) (2 sprinklers flowing) A = Available Water Supply C = Available Water Supply 66.6 psi @ 18.0 gpm 66.6 psi @ 31.0 gpm B = Required Water Supply D = Required Water Supply 28.2 psi @ 18.0 gpm 49.5 psi @ 31.0 gpm DATE:`11/412011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\1st K_tchen.rdfPage 8 DATE:`11/4/'2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\lst Master.rdfPage 1 RESIDENTIAL FIRE SYSTEMS, INC. (HH) 2871 E. VIA MARTENS ANAHEIM,CA 92806 RESIDENTIAL SPRINKLER SYSTEM HYDRAULICS CALCULATION REPORT FOR YOUNG RESIDENCE LA QUINTA, CA 92253 52-450 VIA DONA 2 HEAD Master Bedroom Calc.. Date: 11/4/2011 File No: 5335 Data File Name: 1st Master.rdf SPRINKLER SPACING 256.0 sq. ft./spklr.(max) Max. Dist. Bet. Spklrs: 16.0 ft. Min. Dist. Bet. Spklrs: 8.0 Max. Dist. Spklr. to Wall: 8.0 ft. SPRINKLER SPECIFICATIONS Mfr: Viking Descr: VK457 Conc.Pend.(16xl6) K=4.90 Calculated K Factor for Arm -Overs & Drops: 1.0 ft. x 0.874 in. Drop: K=4.71 (Incl. 1 Tee) 0.0 ft. x 0.874 in. Arm -Over: K=4.67 (Incl. 1 Tee & 1 Ell) PIPE SPECIFICATIONS Type: CPVC HWC: 150 WATER SUPPLY Source:- Public Test Date: -10/4/11 By: CVWD Static: 66.6 psi Resid: 20.0 psi Flow:1500.0 gpm Public Main Size: 6 in Domestic Demand: 5.0 .gpm at node number 4. SPRINKLER DEMAND No.Spklrs. Min Spklr. Press. Node Total Ava A . Req'd Flowing Flow (psi) No. Flow Press. Press. 1 13.0 7.6 20 18.0 66.E 31.6 2 13.0 7.6 20 31.0- 66.E 59.4 REVIEWING AUTHORITY RC FD DATE:`11/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\1st Master.rdfPage 2 RESULTS OF ANALYSIS PIPE & NODE DATA * FLOW ANALYSIS * 1 sprinkler flowing * 2 sprinklers flowing FIXD P # END LEN FIT. LOSS EL SP *DISCH FLOW PF PT *DISCH FLCW PF PT HWC NOD DIA EQV.LN PUMP (FT) (K) *(GPM) FL/FT PE (PSI)*(GPM) FL/FT PE (PSI) 1 1 16.50 B ---- -2.0 SRCE ---- 18.0 2.06 31.6 ---- 31.0 5.63 59.4 150 2 0.995 6.0 ---- -2.0 ---- ---- 0.09 0.00 29.6 ---- 0.25 0.00 53.7 2 2 75.90 2L -5.0 -2.0 ---- ---- 18.0 0.82 29.6 ---- 31.0 2.24 53.7 150 3 1.598 14.0 ---- -2.0 ---- ---- 0.01 0.00 23.7 ---- 0.02 0.00 46.5 3 3 4.50 L ---- -2.0 ---- ---- 18.0 0.10 23.7 ---- 31.0 0.28 46.5 150 4 1.505 4.0 ---- 2.0 -5 5 0.01 1.73 21.9 5 0.03 1.73 44.5 4 4 0.50 B ---- 2.0 -5 5 13.0 0.17 21.9 5 26.0 0.61 44.5 150 5 1.101 5.0 ---- 2.0 ---- ---- 0.03 0.00 21.7 ---- 0.11 0.00 43.9 5 5 4.00 L ---- 2.0 ---- ---- 13.0 0.28 21.7 ---- 26.0 1.00 43.9 150 6 1.101 5.0 ---- 4.0 ---- ---- 0.03 0.87 20.6 ---- 0.11 0.87 42.0 6 6 2.00 S ---- 4.0 ---- ---- 13.0 0.31 20.6 ---- 26.0 1.11 42.0 150 7 1.101 8.0 ---- 6.0 ---- ---- 0.03 0.87 19.4 ---- 0.11 0.87 40.0 7 7 4.00 R ---- 6.0 ---- ---- 13.0 0.15 19.4 ---- 26.0 0.55 40.0 150 8 1.101 1.0 ---- 10.0 ---- ---- 0.03 1.73 17.5 ---- 0.11 1.73 37.7 8 8 6.70 L ---- 10.0 ---- ---- 13.0 1.01 17.5 ---- 26.0 3.64 37.7 150 9 0.874 4.0 ---- 10.0 ---- ---- 0.09 0.00 16.5 ---- 0.2-4 0.00 34.1 9 9 49.40 2B9R ---- 10.0 ---- ---- 5.8 1.37 16.5 ---- 11.6 4.93 34.1 150 10 0.874 15.0 ---- 10.0 ---- ---- 0.02 0.00 15.2 ---- O.C8 0.00 29.2 10 9 44.50 2B3R ---- 10.0 ---- ---- 7.2 1.69 16.5 ---- 14.4 6.10 34.1 150 11 0.874 9.0 ---- 10.0 ---- ---- 0.03 0.00 14.8 ---- 0.11 0.00 28.0- 11 11 10.50 2L2B ---- 10.0 ---- ---- 2.9 0.14 14.8 ---- 5.7 0.51 28.0 150 12 0.874 14.0 ---- 12.0 ---- ---- 0.01 0.87 13.8 ---- 0.C2 0.87 26.6 12 11 25.90 2LB3R ---= 10.0 ---- ---- 4.3 0.49 14.8 ---- 8.6 1.77 28.0 150 13 0.874 14.0 ---- 14.0 ---- ---- 0.01 1.73 12.6 ---- 0.C4 1.73 24.5 13 13 7.10. 3L2B ---- 14.0 ---- ---- -2.9 0.15 12.6 ---- -5.7 0.52 24.5 150 14 0.874 .18.0 ---- 12.0 ---- ---- -0.01 0.87 13.6 ---- - 0 . C 2 0.87 25.9 14 13 4.00 B ---- 14.0 ---- ---- 7.2 0.22 12.6 ---- 14.4 0.80 24.5 150 15 0.874 3.0 ---- 14.0 ---- ---- 0.03 0.00 12.4 ---- 0.I1.1 0.00 23.7 15 15 66.00 2LB8R ---- 14.0 ---- ---- 5.7 1.72 12.4 ---- 11.2 6.10 23.7 150 16 0.874 19.0 ---- 10.0 ---- ---- 0.02 1.73 12.4 ---- 0.07 1.73 19.3 16 16 66.70 2L2B9R ---- 10.0 ---- ---- 5.7 1.81 12.4 ---- 11.2 6.43 19.3 150 17 0.874 23.0 ---- 10.0 ---- ---- 0.02 0.00 10.6 ---- 0.07 0.00 12.9 DATE:'11/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\1st Master.rdfPage 3 17 17 1.90 B ---- 10.0 ---- ---- 0.0 0.00 10.6 ---- 0.0 0.00 12.9 150 18 0.874 3.0 ---- 10.0 ---- ---- 0.00 0.00 10.6 ---- O.CO 0.00 12.9 18 17 20.80 4L2B2R ---- 10.0 ---- ---- 5.7 0.91 10.6 ---- 11.2 3.21 12.9 150 19 0.874 24.0 ---- 14.0 ---- ---- 0.02 1.73 7.9 ---- O.C7 1.73 7.9 19 19 0.50 B ---- 14.0 ---- ---- 13.0 0.33 7.9 ---- 13.0 0.33 7.9 150 20 0.874 3.0 ---- 14.0 4.71 13.0 0.09 0.00 7.6 13.0 O.C9 0.00 7.6 20 19 2.90 R ---- 14.0 ---- ---- -7.3 0.13 7.9 ---- -1.8 0.01 7.9 150 21 0.874 1.0 ---- 14.0 ---- ---- -0.03 0.00 8.1 ---- O.CO 0.00 8.0 21 21 0.50 B ---- 14.0 ---- ---- 0.0 0.00 8.1 ---- 13.0 0.33 8.0 150 22 0.874 3.0 ---- 14.0 4.71 ---- 0.00 0.00 8.1 13.0 0.C9 D.00 7.6 22 21 97.80 7B9R ---- 14.0 ---- ---- -7.3 4.20 8.1 ---- -14.8 15.33 8.0 150 23 0.874 30.0 ---- 14.0 ---- ---- -0.03 0.00 12.3 ---- -0.12 0.00 23.3 23 23 0.10 R ---- 14.0 ---- ---- -5.8 0.02.12.3 ---- -11.7 0.09 23.3 150 24 0.874 1.0 ---- 14.0 ---- ---- -0.02 0.00 12.3 ---- -O.C8 0.00 23.4 24 24 2.40 R ---- 14.0 ---- ---- -2.6 0.02 12.3 ---- -5..2 0.06 23.4 150 25 0.874 1.0 ---- 14.0 ---- ---- 0.00 0.00 12.3 ---- -O.C2 0.00 23.4 25 24 6.00 B ---- 14.0 ---- ---- -3.2 0.06 12.3 ---- -6_5 0.24 23.4 150 26 0.874 3.0 ---- 14.0 ---- ---- -0.01 0.00 12.4 ---- -O.C3 0.00 23.6 26 26 10.00 R ---- 14.0 ---- ---- -1.5 0.02 12.4 ---- -3.2 0.08 23.6 150 15 0.874 1.0 ---- 14.0 ---- ---- 0.00 0.00 12.4 - - - - -O.C1 0.00 23.7 27 26 44.90 2L3B7R ---- 14.0 ---- ---- -1.7 0.15 12.4 ---- -3.3 0.52 23.6 150 27 0.874 24.0 ---- 10.0 ---- ---- 0.00 1.73 14.2 ---- -0.C1 1.73 25.9 28 23 43.40 4LB4R ---- 14.0 ---- ---- -1.5 0.12 12.3 ---- -3.1 0.43 23.3 150 28 0.874 23.0 ---- 10.0 ---- ---- 0.00 1.73 14.1 ---- -0.0-1 1.73 25.5 29 28 4.30 LB ---- 10.0 ---- ---- 0.0 0.00 14.1 ---- 0.0 0.00 25.5 150 29 0.874 7.0 ---- 10.0 ---- ---- 0.00 0.00 14.1 - - - - 0.00 0.00 25.5 30 28 4.80 R ---- 10.0 ---- ---- -1.5 0.01 14.1 ---- -3.1 0.04 25.5 150 30 0.874 1.0 ---- 10.0 ---- ---- 0.00 0.00 14.1 ---- -0.01 0.00 25.5 31 30 4.30 LB ---- 10.0 ---- ---- 0.0 0.00 14.1 ---- 0.0 0.00 25.5 150 31 0.874 7.0 ---- 10.0 ---- ---- 0.00 0.00 14.1 ---- 0.00 0.00 25.5 32 30 15.10 2LB ---- 10.0 ---- ---- -1.5 0.05 14.1 ---- -3.1 0.17 25.5 150 32 0.874 11.0 ---- 10.0 ---- ---- 0.00 0.00 14.2 ---- -0.01 0.00 25.7 33 32 10.00 L ---- 10.0 --------- -1.5 0.03 14.2 ---- -3.1 0.09 25.7 150 33 0.874 4.0 ---- 20.0 ---- ---- 0.00 4.33 9.9 ---- -0.01 4.33 21.4 34 33 7.80 EL ---- 20.0 ---- ---- -1.5 0.02 9.9 ---- -3.1 0.08 21.4 150 34 0.874 5.0 ---- 20.0 ---- ---- 0.00 0.00 9.9 ---- -0.01 0.00 21.5 35 34 1.20 B ---- 20.0 ---- ---- 0.0 0.00 9.9 ---- 0 0 0.00 21.5 150 35 0.874 3.0 ---- 20.0 ---- ---- 0.00 0.00 9.9 ---- 0.00 0.00 21.5 DATE:`11/4/'2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\1st Master.rdfPage 4 36 34 12.10 2R ---- 20.0 ---- ---- -1.5 0.03 9.9 ---- -3.1 0.09 21.5 150 36 0.874 2.0 ---- 20.0 ---- ---- 0.00 0.00 9.9 ---- -0.0.1 0.00 21.6 37 36 19.10 BR ---- 20.0 ---- ---- 2.6 0.11 9.9 ---- 5.2 0.40 21.6 150 37 0.874 4.0 ---- 20.0 ---- ---- 0.00 0.00 9.8 ---- 0.02 0.00 21.2 38 37 1.50 B ---- 20.0 ---- ---- 0.0 0.00 9.8 ---- 0.0 0.00 21.2 150 38 0.874 3.0 ---- 20.0 ---- ---- 0.00 0.00 9.8 ---- 0.00 0.00 21.2 39 37 1.00 R ---- 20.0 ---- ---- 2.6 0.01 9.8 ---= 5..2 0.03 21.2 150 39 0.874 1.0 ---- 20.0 ---- ---- 0.00 0.00 9.8 ---- 0.0.2 0.00 21.2 40 39 15.60 LB ---- 20.0 ---- ---- 0.0 0.00 9.8 ---- 0.0 0.00 21.2 150 40 0.874 7.0 ---- 20.0 ---- ---- 0.00 0.00 9.8 ---- 0.00 0.00 21.2 41 39 3.80 R ---- 20.0 ---- ---- 2.6 0.02 9.8 ---- 5.2 0.08 21.2 150 41 0.874 1.0 ---- 20.0 ---- ---- 0.00 0.00 9.8 ---- 0.02 0.00 21.1 42 41 10.00 L ---- 20.0 ---- ---- 2.6 0.07 9.8 ---- 5.2 0.24 21.1 150 25 0.874 4.0 ---- 14.0 ---- ---- 0.00 2.60 12.3 ---- 0.02 2.60 23.4 43 36 0.80 R ---- 20.0 ---- ---- -4.1 0.02 9.9 _--- -8.3 0.07 21.6 150 42 0.874 1.0 ---- 20.0 ---- ---- -0.01 0.00 9.9 ---- -O.C4 0.00 21.7 44 42 1.30 B ---- 20.0 ---- ---- 1.7 0.01 9.9 ---- 3.3 0.03 21.7 150 43 0.874 3.0 ---- 20.0 ---- ---- 0.00 0.00 9.9 ---- O.Cl 0.00 21.6 45 43 10.00 L ---- 20.0 ---- ---- 1.7 0.03 9.9 ---- 3.3 0.11 21.6 150 27 0.874 4.0 ---- 10.0 ---- ---- 0.00 4.33 14.2 ---- O.Cl 4.33 25.9 46 42 21.20 6R ---- 20.0 ---- ---- -5.8 0.58 9.9 ---- -11_6 2.08 21.7 150 44 0.874 6.0 ---- 20.0 ---- ---- -0.02 0.00 10.5 ---- -O.C8 0.00 23.8 47 44 10.00 L ---- 20.0 ---- ---- -5.8 0.30 10.5 ---- -11.6 1.07 23.8 150 10 0.874 4.0 ---- 10.0 ---- ---- -0.02 4.33 15.2 ---- -O.C8 4.33 29.2 48 12 5.00 L ---- 12.0 ---- ---- 2.9 0.05 13.8 ---- 5.7 0.19 26.6 150 45' 0.874 4.0 ---- 19.0 ---- ---- 0.01 3.03 10.7 ---- 0.C2 3.03 23.4 49 45 0.50 L ---- 19.0 ---- ---- 2.9 0.03 10.7 ---- 5.7 0.09 23.4 150.46 0.874 4.0 ---- 19.0 ---- ---- 0.01 0.00 10.7 - - - - 0.C2 0.00 23.3 50 46 12.70 2EB2R ---- 19.0 ---- ---- 1.3 0.02 10.7 ---- 2.5 0.09 23.3 150 47 0.874 7.0 ---- 19.0 ---- ---- 0.00 0.00 10.7 ---- 0.00 0.00 23.2 51 47 4.40 B ---- 19.0 ---- ---- 1.3 0.01 10.7 ---- 2.5 0.03 23.2 150 48 0.874 3.0 ---- 20.0 ---- ---- 0.'00 0.43 10.2 - - - - 0.00 0.43 22.7 52 48 5.80 ER ---- 20.0 ---- ---- 1.3 0.01 10.2 ---- 2.5 0.03 22.7 150 49 0.874 2.0 ---- 19.0 ---- ---- 0.00 0.43 10.7 ---- 0.00 0.43 23.1 53 49 4.40 B ---- 19.0 ---- ---- 0.0 0.00 10.7 ---- 0 0 0.00 23.1 150 50 0.874 3.0 ---- 20.0 ---- ---- 0.00 0.43 10.2 ----. 0.00 0.43 22.7 54 49 6.10 E2R --=- 19.0 ---- ---- 1.3 0.01 10.7 ---- 2 5 0.04 23.1 150 51 0.874 3.0 ---- 19.0 ---- ---- 0.00 0.00 10.7 ---- 0.00 0.00 23.1 DATE: '111/4/'2011 MATERIAL: CPVC HWC: 150 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\lst Master.rdfPage 5 55 51 20.20 4E3R ---- 19.0 ---- ---- -1.6 0.05 10.7 ---- -3.2 0.20 23.1 150 46 0.874 7.0 ---- 19.0 ---- ---- 0.00 0.00 10.7 ---- -O.C1 0.00 23.3 56 51 0.40 B ---- 19.0 ---- ---- 2.9 0.02 10.7 ---- 5.7 0.07 23.1 150 52 0.874 3.0 ---- 19.0 ---- ---- 0.01 0.00 10.6 ---- O.C2 0.00 23.0 57 52 5.00 L ---- 19.0 ---- ---- 2.9 0.05 10.6 ---- 5.7 0.19 23.0 150 14 0.874 4.0 ---- 12.0 ---- ---- 0.01 3.03 13.6 ---- O.C2 3.03 25.9 Legend: P - Pipe # DIA - Pipe Diameter SQV. LN - Pipe Equivalent Length PUMP - Pump Pressure 3P - K -Factor FLOW - Flow Rate PF - Pressure Loss due to Friction PT - Total Pressure at Node Node Notes Pipe Notes LEN - Pipe Length FIT. - Pipe Fittings FIXD LOSS - Fixed Loss Device EL - Node Elevation DISCH - Discharge in gpm FL/FT - Friction Loss per Foot PE - Pressure Loss due to Elevation Fitting Code Letters: E=45 Ell, L=90 Ell, B=TeeBch, R=TeeRun, C=Couplg, S=SwgChk, G=GatVly, X= X, Y= The maximum velocity of water flow occurs in pipe 1 at 7.41 ft/s with 1 sprinkler flowing. The maximum velocity of water flow occurs in pipe 8 at 13.91 ft/s with 2 sprinklers flowing. ?IPE FITTINGS TABLE ?ipe Table Name: standard.npt ?AGE: C MATERIAL: CPVC HWC: 150 Y Z a.00 0.00 Diameter 0.00 Equivalent Fitting Lengths in Feet (in) E L B R C S G X 45 Ell 90 Ell TeeBch TeeRun Couplg SwgChk GatVly X - ).874 1.00 4.00 3.00 1.00 1.00 5.00 2.00 0.00 L.101 1.00 5.00 5.00 1.00 1.00 8.00 2.00 0.00 L.598 2.00 7.00 8.00 1.00 1.00 14.00 3.00 0.00 ?AGE: K MATERIAL: Copper Tube -K HWC: 150 Diameter Equivalent Fitting Lengths in Feet (in) E L B R C S G X 45 Ell 90 Ell TeeBch TeeRun Couplg SwgChk GatVly X ).995 1.00 2.00 6.00 2.00 2.00 6.00 0.00 0.00 Y Z Y Z a.00 0.00 D. 00 0.00 0-.00 0.00 Y Z Y Z 0.00 0.00 DATE: -11/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\1st Master.rdf Page 6 PAGE: L MATERIAL: Copper Tube -L HWC: 150 Diameter Equivalent Fitting Lengths in Feet (in) E L B R C S G X Y Z- 45 Ell 90 Ell TeeBch TeeRun Couplg SwgChk GatVly X Y Z 1.505 2.00 4.00 9.00 3.00 3.00 10.00 0.00 0.00 C.00 0.00 Sprinkler system has been hydraulically calculated with the HASS HOUSE 3.2 computer program (License No. 38061304 ) to provide an average imbalance of 0.010 gpm at each node and a maximum imbalance of 0.13 gpm with one sprinkler flowing, and 0.010 gpm at each node and maximum imbalance of 0.05 gpm with 2 sprinklers flowing in accordance with NFPA 13 and 13D or 13R. HRS Systems, Inc. 208 South Public Square Petersburg, TN 37144 (931) 659-9760 DATE:'11/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\lst Ma3ter.rdfPage 7 75.0 1 67.5 A P 60.0 R E 52.5 S S 45.0 U R 37.5 E CB 30.0 P 22.5 S 1 15.0 WATER SUPPLY CURVE OD 7.5 0.0 04 8 12 16 20 24 28 32 36 40 FLOW (GPM) Static = 66.6 psi, Residual = 20.0 psi @ 1500 gpm (1 sprinkler flowing) (2 sprinklers flowing) A- =- Available Water- SuPP Y 1" C = Available Water Supply------ - - 66.6 psi @ 18.0 gpm .66.6 psi @ 31.0 gpm B = Required Water Supply D = Required Water Supply .31.6 psi @ 18.0 gpm.. 59.4 psi @ 31.0 gpm DATE:'11/4/'2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\lst Master.rdfPage 8 DATE:'11/4/`2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\1st Master WIC.rdf Page 1 RESIDENTIAL FIRE SYSTEMS, INC. (HH) 2871 E. V.IA MARTENS ANAHEIM,CA 92806 RESIDENTIAL SPRINKLER SYSTEM HYDRAULICS CALCULATION REPORT FOR YOUNG RESIDENCE LA QUINTA, CA 92253 52-450 VIA DONA 1 HEAD Master WIC Calc. Date: 11/4/2011 File No: 5335 Data File Name: 1st Master WIC.rdf SPRINKLER SPACING 400.0 sq. ft./spklr.(max) Max. Dist. Bet. Spklrs: 20.0 ft. Min. Dist. Bet. Spklrs: 8.0 Max: Dist. Spklr. to Wall: 10.0 ft. SPRINKLER SPECIFICATIONS Mfr: Viking Descr: VK457 Conc.Pend.(20x20) K=4.90 Calculated K Factor for Arm -Overs & Drops: 1.0 ft. x 0.874 in. Drop: K=4.71 (Incl. 1 Pee) 0.0 ft. x 0.874 in. Arm -Over: K=4.67 (Incl. 1 'gee & 1 Ell) PIPE SPECIFICATIONS Type: CPVC HWC: 150 WATER SUPPLY Source: Public Test Date: 10/4/11 By: CVWD- Static: 66.6 psi Resid: 20.0 psi F1ow:1500.0 gpm Public Main Size: 6 in Domestic Demand: 5.0 gpm at node number 4 SPRINKLER DEMAND No.Spklrs. Min Spklr. Press. Node Total Avai-. Req'd Flowing Flow (psi) No. Flow Press. Press. 1 20.0 18.0 18 25.0 66.5 54.6 1 20.0 18.0 18 25.0 66.5 54.6 REVIEWING AUTHORITY RCFD DATE:'11/4/'2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\1st Master WIC.rdfPage 2 RESULTS OF ANALYSIS PIPE & NODE DATA * FLOW ANALYSIS * 1 sprinkler flowing * 1 sprinklers flowing FIXD P # END LEN FIT. LOSS EL SP *DISCH FLOW PF PT *DISCH FLCW PF PT HWC NOD DIA EQV.LN PUMP (FT) (K) *(GPM) FL/FT PE (PSI)*(GPM) FL/FT PE (PSI) 1 1 16.50 B ---- -2.0 SRCE ---- 25.0 3.77 54.6 ---- 25.0 3.79 54.6 150 2 0.995 6.0 ---- -2.0 ---- ---- 0.17 0.00 50.8 ---- 0.17 0.00 50.8 2 2 75.90 2L -5.0 -2.0 ---- ---- 25.0 1.51 50.8 ---- 25.0 1.51 50.8 150 3 1.598 14.0 ---- -2.0 ---- ---- 0.02 0.00 44.3 ---- O.C2 0.00 44.3 3 3 4.50 L ---- -2.0 ---- ---- 25.0 0.19 44.3 ---- 25.0 0.19 44.3 150 4 1.505 4.0 ---- 2.0 -5 5 0.02 1.73 42.4 5 O.C2 1.73 42.4 4 4 0.50 B ---- 2.0 -5 5 20.0 0.37 42.4 5 20..0 0.37 42.4 150 5 1.101 5.0 ---- 2.0 ---- ---- 0.07 0.00 42.0 ---- O.C7 0.00 42.0 5 5 4.00 L ---- 2.0 ---- ---- 20.0 0.61 42.0 ---- 20.0 0.61 42.0 150 6 1.101 5.0 ---- 4.0 ---- ---- 0.07 0.87 40.6 ---- O.C7 0.87 40.6 6 6 2.00 S ---- 4.0 ---- ---- 20.0 0.68 40.6 ---- 20.0 0.68 40.6 150 7 1.101 8.0 ---- 6.0 ---- ---- 0.07 0.87 39.0 ---- O.C7 0.87 39.0 7 7 4.00 R ---- 6.0 ---- ---- 20.0 0.34 39.0 ---- 20.0 0.34 39.0 150 8 1.101 1.0 ---- 10.0 ---- ---- 0.07 1.73 36.9 ---- 0.07 1.73 36.9 8 8 6.70 L ---- 10.0 ---- ---- 20.0 2.24 36.9 ---- 20.0 2.24 36.9 150 9 0.874 4.0 ---- 10.0 ---- ---- 0.21 0.00 34.7 ---- 0.21 0.00 34.7 9 9 49.40 2B9R ---- 10.0 ---- ---- 8.9 3.01 34.7 ---- 8.9 3.01 34.7 150 10 0.874 15.0 ---- 10.0 ---- ---- 0.05 0.00 31.7 ---- 0.05 0.00 31.7 10 9 44.50 2B3R ---- 10.0 ---- ---- 11.1 3.78 34.7 ---- 11 1 3.78 34.7 150 11 0.874-, 9.0 ---- 10.0 ---- ---- 0.07 0.00 30.9 ---- 0.07 -0.00 30.9 11 11 10.50 2L2B ---- 10.0 ---- ---- 4.4 0.32 30.9 ---- 4 4 0.32 30.9 150 12 0.874 14.0 ---- 12.0 ---- ---- 0..01 0.87 29.7 ---- 0.01 0.87 29.7 12 11 25.90 2LB3R ---- 10.0 ---- ---- 6.7 1.10 30.9 ---- 6.7 1.10 30.9 150 13 0.874 14.0 ---- 14.0 ---- ---- 0.03 1.73 28.1 ---- 0.03 1.73 28.1 13 13 7.10 3L2B ---- 14.0 ---- ---- -4.4 0.32 28.1 ---- -4.4 0.32 28.1 150 14 0.874 18.0 ---- 12.0 ---- ---- -0.01 0.87 29.3 ---- -0.D1 0.87 29.3 14 13 4.00 B ---- 14.0 ---- ---- 11.1 0.49 28.1 ---- 11.1 0.49 28.1 150 15 0.874 3.0 ---- 14.0 ---- ---- 0.07 0.00 27.6 ---- 0.D7 0.00 27.6 15 15 66.00 2LB8R' ---- 14.0 ---- ---- 10.1 5.00 27.6 ---- 10.1 5.00 27.6 150 16 0.874 19.0 ---- 10.0 ---- ---- 0.06 1.73 24.3 ---- 0.D6 1.73 24.3 16 16 66.70 2L2B9R ---- 10.0 ---- ---- 10.1 5.27 24.3 ---- 10.1 5.27 24.3 150 17 0.874 23.0 ---- 10.0 ---- ---- 0.06 0.00 19.1 ---- O.J6 0.00 19.1 DATE:*11/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\lst Master WIC.rdfPage 3 17 17 1.90 B ---- 10.0 ---- ---- 20.0 1.03 19.1 ---- 20.D 1.03 19.1 150 18 0.874 3.0 ---- 10.0 4.71 20.0 0.21 0.00 18.0 20.0 0.2L 0.00 18.0 18 17 20.80 4L2B2R ---- 10.0 ---- ---- -9.9 2.57 19.1 ---- -9.a 2.57 19.1 150 19 0.874 24.0 ---- 14.0 ---- ---- -0.06 1.73 19.9 ---- -0.05 1.73 19.9 19 19 0.50 B ---- 14.0 ---- ---- 0.0 0.00 19.9 ---- 0.D 0.00 19.9 150 20 0.874 3.0 ---- 14.0 ---- ---- 0.00 0.00 19.9 ---- 0.0D 0.00 19.9 20 19 2.90 R ---- 14.0 ---- ---- -9.9 0.22 19.9 ---- -9.3 0.22 19.9 150 21 0.874 1.0 ---- 14.0 ---- ---- -0.06 0.00 20.1 ---- -0.05 0.'00 20.1 21 21 0.50 B ---- 14.0 ---- ---- 0.0 0.00 20.1 ---- 0.D 0.00 20.1 150 22 0.874 3.0 ---- 14.0 ---- ---- 0.00 0.00 20.1 ---- 0.0D 0.00 20.1 22 21 97.80 7B9R ---- 14.0 ---- ---- -9.9 7.34 20.1 ---- -9.9 7.34 20.1 150 23 0.874 30.0 ---- 14.0 ---- ---- -0.06 0.00 27.5 ---- -0.06 0.00 27.5 23 23 0.10 R ---- 14.0 ---- ---- -7.7 0.04 27.5 ---- -7.7 0.04 27.5 150 24 0.874 1.0 ---- 14.0 ---- ---- -0.04 0.00 27.5 ---- -0.04 0.00 27.5 24 24 2.40 R ---- 14.0 ---- ---- -3.9 0.03 27.5 ---- -3.9 0.03 27.5 150 25 0.874 1.0 ---- 14.0 ---- ---- -0.01 0.00 27.5 ---- -0.01 0.00 27.5 25 24 6.00 B ---- 14.0 ---- ---- -3.7 0.08 27.5 ---- -3.7 0.08 27.5 150 26 0.874 3.0 ---- 14.0 ---- ---- -0.01 0.00 27.6 ---- -0.01 0.00 27.6 26 26 10.00 R ---- 14.0 ---- ---- -1.0 0.01 27.6 ---- -1.0 0.01 27.6 150 15 0.874 1.0 ---- 14.0 ---- ---- 0.00 0.00 27.6 ---- 0.00 0.00 27.6 27 26 44.90 2L3B7R ---- 14.0 ---- ---- -2.7 0.35 27.6 ---- -2.7 0.35 27.6 150 27 0.874 24.0 ---- 10.0 ---- ---- -0.01 1.73 29.7 ---- -0.01 1.73 29.7 28 23 43.40 4LB4R ---- 14.0 ---- ---- -2.3 0.25 27.5 ---- -2.3 0.25 27.5 150 28 0.874 23.0 ---- 10.0 ---- ---- 0.00 1.73 29.4 ---- 0. CO 1.73 29.4 29 28 4.30 150 29 0.874 30 28 4.80 150 30 0.874 31 30 4.30 150 31 0.874 32 30 15.10 150 32 0.874 33 32 10.00 150 33 0.874 34 33 7.80 150 34 0.874 35 34 1.20 150 35 0.874 LB ---- 10.0 ---- ---- 0.0 0.00 29.4 ---- 0.0 0.00 29.4 7.0 ---- 10.0 ---- ---- 0.00 0.00 29.4 - - - - 0.CO 0.00 29.4 R_ ---- 10.0 ---- ---- -2.3 0.02 29.4 ---- -2.3 0.02 29.4 1.0 ---- 10.0 ---- ---- 0.00 0.00 29.5 ---- O.CO 0.00 29.5 LB ---- 10.0 ---- ---- 0.0 0.00 29.5 ---- 0_0 0.00 29.5 7.0 ---- 10.0 ---- ---- 0.00 0.00 29.5 ---- O.CO 0.00 29.5 2LB ---- 10.0 ---- ---- -2.3 0.10 29.5 - - - - -2.3 0.10 29.5 11.0 ---- 10.0 ---- ---- 0.00 0.00 29.6 ---- O.CO 0.00 29.6 L ---- 10.0 ---- ---- -2.3 0.05 29.6 ---- -2.3 0.05 29.6 4.0 ---- 20.0 ---- ---- 0.00 4.33 25.3 ---- 0.00 4.33 25.3 EL ---- 20.0 ---- ---- -2.3 0.05 25.3 ---- -2.3 0.05 25.3 5.0 ---- 20.0 ---- ---- 0.00 0.00 25.3 ---- 0.00 0.00 25.3 B ---- 20.0 ---- -=-- 0.0 0.00 25.3 - - - - 0.0 0.00 25.3 3.0 ---- 20.0 ---- ---- 0.00 0.00 25.3 ---- 0.00 0.00 25.3 DATE:'11/4/'2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\1st Master WIC.rdfPage 4 36 34 12.10 2R ---- 20.0 ---- ---- -2.3 0.05 25.3 ---- -2.3 0.05 25.3 150 36 0.874 2.0 ---- 20.0 ---- ---- 0.00 0.00 25.4 ---- 0.00 0.00 25.4 37 36 19.10 BR ---- 20.0 ---- ---- 3.9 0.24 25.4 ---- 3.9 0.24 25.4 150 37 0.874 4.0 ---- 20.0 ---- ---- 0.01 0.00 25.1 ---- 0.01 0.00 25.1 38 37 1.50 B ---- 20.0 ---- ---- 0.0 0.00 25,.1 ---- 0.0 0.00 25.1 150 38 0.874 3.0 ---- 20.0 ---- ---- 0.00 0.00 25.1 ---- 0.00 0.00 25.1 39 37 1.00 R ---- 20.0 ---- ---- 3.9 0.02 25.1 ---- 3..9 0.02 25.1 150 39 0.874 1.0 ---- 20.0 ---- ---- 0.01 0.00 25.1 ---- 0.01 0.00 25.1 40 39 15.60 LB ---- 20.0 ---- ---- 0.0 0.00 25.1 ---- 0.0 0.00 25.1 L50 40 0.874 7.0 ---- 20.0 ---- ---- 0.00 0.00 25.1 ---- 0.00 0.00 25.1 41 39 3.80 R ---- 20.0 ---- ---- 3.9 0.05 25.1 ---- 3.9 0.05 25.1 L50 41 0.874 1.0 ---- 20.0 ---- ---- 0.01 0.00 25.1 ---- 0.01 0.00 25.1 42 41 10.00 L ---- 20.0 ---- ---- 3.9 0.14 25.1 ---- 3.9 0.14 25.1 L50 25 0.874 4.0 ---- 14.0 ---- ---- 0.01 2.60 27.5 - - - - 0.01 2.60 27.5 43 36 0.80 R ---- 20.0 ---- ---- -6.2 0.04 25.4 ---- -6.2 0.04 25.4 L50 42 0.874 1.0 ---- 20.0 ---- ---- -0.02 0.00 25.4 ---- -0.02 0.00 25.4 44 42 1.30 B ---- 20.0 ---- ---- 2.7 0.02 25.4 ---- 2.7 0.02 25.4 L50 43 0.874 3.0 ---- 20.0 ---- ---- 0.01 0.00 25.4 ---- 0.01 0.00 25.4 45 43 10.00 L ---- 20.0 ---- ---- 2.7 0.07 25.4 ---- 2.7 0.07 25.4 L50 27 0.874 4.0 ---- 10.0 ---- ---- 0.01 4.33 29.7 - - - - 0.01 4.33 29.7 46 42 21.20 6R ---- 20.0 ---- ---- -8.9 1.27 25.4 ---- -8.9 1.27 25.4 L50 44 0.874 6.0 ---- 20.0 ---- ---- -0.05 0.00 26.7 ---- -0.05 0.00 26.7 47 44 10.00 L ---- 20.0 ---- ---- -8.9 0.65 26.7 ---- -8.9 0.65 26.7 L50 10 0.874 4.0 ---- 10.0 ---- ---- -0.05 4.33 31.7 ---- -0.05 4.33 31.7' 48 12 5.00 L ---- 12.0 ---- ---- 4.4 0.12 29.7 - - - - 4.4 0.12 29.7 L50 45 0.874 4.0 ---- 19.0 ---- ---- 0.01 3.03 26.6 ---- 0.01 3.03 26.6.. 49 45 0.50 L ---- 19.0 ---- ---- 4.4 0.06 26.6 ---- 4.4 0.06 26.6 L50 46 0.874 4.0 ---- 19.0 ---- ---- 0.01 0.00 26.5 - - - - 0.01 0.00 26.5 50 "t5'6' -it- 46 12.70 2EB2R ---- 19.0 ---- ---- 1.9 0.05 26.5 ---- - - 1.9 - - 0.05 26.5 51 47 4.40 B ---- 19.0 ---- ---- 1.9 0.02 26.5 ---- 1.9 0.02 26.5 L50 48 0.874 3.0 ---- 20.0 ---- ---- 0.00 0.43 26.0 ---- 0.00 0.43 26.0 52 48 5.80 ER ---- 20.0 ---- ---- 1.9 0.02 26.0 ---- 1.9 0.02 26.0 150 49 0.874 2.0 ---7 19.0 ---- ---- 0.00 0.43 26.4 - - - - 0.00 0.43 26.4 53 49 4.40 B ---- 19.0 ---- ---- 0.0 0.00 26.4 ---- 0.0 0.00 26.4 150 50 0.874 3.0 ---- 20.0 ---- ---- 0.00 0.43 26.0 ---- 0.00 0.43 26.0 54 49 6.10 E2R ---- 19.0 ---- ---- 1.9 0.03 26.4 ---- 1.9 0.03 26.4 150 51 0.874 3.0 ---- 19.0 ---- ---- 0.00 0.00 26.4 - - - - 0.00 0.00 26.4 DATE:'11/4/'2011 MATERIAL: CPVC HWC: 150 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\1st Master WIC.rdfPage 5 55 51 20.20 4E3R ---- 19.0 ---- ---- -2.5 0.12 26.4 ---- -2.5 0.12 26.4 150 46 0.874 7.0 ---- 19.0 ---- ---- 0.00 0.00 26.5 ---- O.OD 0.00 26.5 56 51 0.40 B ---- 19.0 ---- ---- 4.4 0.04 26.4 ---- 4.4 0.04 26.4 150 52 0.874 3.0 ---- 19.0 ---- ---- 0.01 0.00 26.4 ---- 0.01 0.00 26.4 57 52 5.00 L ---- 19.0 ---- ---- 4.4 0.12 26.4 ---- 4.4 0.12 26.4 150 14 0.874 4.0 ---- 12.0 ---- ---- 0.01 3.03 29.3 ---- 0.01 3.03 29.3 Legend: P - Pipe .# DIA - Pipe Diameter EQV. LN - Pipe Equivalent Length PUMP - Pump Pressure SP - K -Factor FLOW - Flow Rate PF - Pressure Loss due to Friction PT - Total Pressure at Node Fitting Code Letters: Node Notes Pipe Notes LEN - Pipe Length FIT. - Pipe Fittings FIXD LOSS - Fixed Loss Device EL - Node Elevation DISCH - Discharge in gpm FL/FT - Friction Loss per Foot PE - Pressure Loss due to Elevation E=45 Ell, L=90 Ell, B=TeeBch, R=TeeRun, C=Couplg, S=SwgChk, G=G3tVly, X= X, Y= The maximum velocity of water flow occurs in pipe 8 at 10.70 ft/s with 1 sprinkler flowing. The maximum velocity of water flow occurs in pipe 8 at 10.70 ft/s with 1 sprinklers flowing. PIPE FITTINGS TABLE Pipe Table Name: standard.npt PAGE: C MATERIAL: CPVC HWC: 150 Diameter Equivalent Fitting Lengths in Feet (in) E L B R C S G X Y Z 45 Ell 90 Ell TeeBch TeeRun Couplg SwgChk GatVly X Y Z - D.874 1.00 4.00 3.00 1.00 1.00 5.00 2.00 0.00 0.00 0.00 1.101 1.00 5.00 5.00 1.00 1.100 8.00 2.00 0.00 0.00 0.00 1.598 2.00 7.00 8.00 1.00 1.00 14.00 3.00 0.00 0.00 0.00 PAGE: K MATERIAL: Copper Tube -K HWC: 150 Diameter Equivalent Fitting Lengths in Feet (in) E L B R C S G X Y Z 45 Ell 90 Ell TeeBch TeeRun Couplg SwgChk GatVly X Y Z D.995 1.00 2.00 6.00 2.00 2.00 6.00 0.00 0.00 C.00 0.00 DATE:'11/4/'2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\1st Ma3ter WIC.rdfPage 6 PAGE: L MATERIAL: Copper Tube -L HWC: 150 Diameter Equivalent Fitting Lengths in Feet (in) E L B R C S G X Z Z 45 Ell 90 Ell TeeBch TeeRun Couplg SwgChk GatVly X y Z 1.505 2.00 4.00 9.00 3.00 3.00 10.00 0.00 0.00 0.00 0.00 Sprinkler system has been hydraulically calculated with the HASS HOUSE 3.2 computer program (License No. 38061304 ) to provide an average imbalance of 0.010 gpm at each node and a maximum imbalance of 0.18 gpm with one sprinkler flowing, and 0.010 gpm at each node and maximum imbalance of 0.05 gpm with 1 sprinklers flowing in accordance with NFPA 13 and 13D or 13R. HRS Systems, Inc. 208 South Public Square Petersburg, TN 37144 (931) 659-9760 DATE:'11/4/'2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\lst Master WIC.rdfPage 7 75.0 1 67.5- P 60.0 R E 52.5 S S 1 45.0 U R 37.5 E 30.0 ( P 22.5 S I 15.0 I WATER SUPPLY CURVE CD . .. __ _.. _ ...... .. _ _. . _ 7.5 .. _ . . . .. _ _ 04 8 12 16 20 24 28 32 36 40 FLOW (GPM) Static = 66.6 psi, Residual = 20.0 psi @ 1500 gpm (1 sprinkler flowing) (1 sprinklers flowing) A = Available Water Supply C = Available Water Supply 66.6 psi @ 25.0 gpm 66.6 psi @ 25.0 gpm B = Required Water Supply D = Required Water Supply 54.6 psi @ 25.0 gpm 54.6 psi @ 25.0 gpm DATE: 71/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\1st Master WIC.rdfPage 8 )ATE: 11/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND DINNING.rdfPage 1 RESIDENTIAL FIRE SYSTEMS, INC. (HH) 2871 E. VIA MARTENS ANAHEIM,CA 92806 RESIDENTIAL SPRINKLER SYSTEM HYDRAULICS CALCULATION REPORT FOR YOUNG RESIDENCE LA QUINTA, CA 92253 52-450 VIA DONA 2 HEAD Dinning Room Calc. Date: 11/4/2011 File No: 5335 Data File Name: 2ND DINNING.rdf SPRINKLER SPACING 256.0 sq. ft./spklr.(max) Max. Dist. Bet. Spklrs: 16.0 ft. Min. Dist. Bet. Spklrs: 8.0 Max. Dist. Spklr. to WaLl: 8.0 ft. SPRINKLER SPECIFICATIONS Mfr: Viking Descr: VK457 Conc.Pend.(16xl6) K=4.90 Calculated K Factor for Arm -Overs & Drops: 1.0 ft. x 0.874 in. Drop: K=4.71 (Incl. 1 Tee) 0.0 ft. x 0.874 in. Arm -Over: K=4.67 (Incl. 1 Tee & 1 Eli) PIPE SPECIFICATIONS Type: CPVC HWC: 150 WATER SUPPLY _ - Source: -Public Test- Da-te.:. 1.0./4./1.1_ By_:. CVWD_ Static: 66.6 psi Resid: 20.0 psi F1ow:1500.0 gpm Public Main Size: 6 in Domestic Demand: 5.0 gpm at node number 4 SPRINKLER DEMAND No.Spklrs. Min Spklr. Press. Node Total Avail. Req'd Flowing Flow (psi) No. Flow PreSE. Press. 1 13.0 7.6 50 18.0 66.6 31.3 2 13.0 7.6 50 31.5 66.6 51.4 REVIEWING AUTHORITY RCFD DATE: 11/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND DINNING. rdfPage 2 RESULTS OF ANALYSIS PIPE & NODE DATA * FLOW ANALYSIS * 1 sprinkler flowing * 2 sprinkLers flowing . FIXD # END LEN FIT. LOSS EL SP *DISCH FLOW PF PT *DISCH FLOW PF PT -IWC NOD DIA EQV.LN PUMP (FT) (K) *(GPM_) FL/FT PE (PSI)*(GPM) FL/=T PE (PSI) 1 1 16.50 B ---- -2.0 SRCE ---- 18.0 2.06 31.3 ---- 31.5 5.81 51.4 150 2 0.995 6.0 ---- -2.0 ---- ---- 0.09 0.00 29.2 ---- 0.26 0.00 45.6 2 2 75.90 2L -5.0 -2.0 ---- ---- 18.0 0.82 29.2 ---- 31.5 2.31 45.6 150 3 1.598 14.0 ---- -2.0 ---- ---- 0.01 0.00 23.4 ---- 0.03 0.00 38.3 3 3 4.50 L ---- -2.0 ---- ---- 18.0 0.10 23.4 ---- 31.5 0.29 38.3 150 4 1.505 4.0 ---- 2.0 -5 5 0.01 1.73 21.5 5 0.03 1.73 36.3 4 4 0.50 B ---- 2.0 -5 5 13.0 0.17 21.5 5 26.5 0.63 36.3 150 5 1.101 5.0 ---- 2.0 ---- ---- 0.03 0.00 21.4 ---- 0.1:1 0.00 35.6 5 5 4.00 L ---- 2.0 ---- ---- 13.0 0.28 21.4 ---- 26..5 1.03 35.6 150 6 1.101 5.0 ---- 4.0 ---- ---- 0.03 0.87 20.2 ---- 0.11 0.87 33.7 6 6 2.00 S ---- 4.0 ---- ---- 13.0 0.31 20.2 ---- 26.5 1.15 33.7 150 7 1.101 8.0 ---- 6.0 ---- ---- 0.03 0.87 19.1 ---- 0.11 0.87 31.7 7 7 4.00 R ---- 6.0 ---- ---- 13.0 0.15 19.1 ---- 26.5 0.57 31.7 150 8 1.101 1.0 ---- 10.0 ---- ---- 0.03 1.73 17.2 ---- 0.11 1.73 29.4 8 8 6.70 L ---- 10.0 ---- ---- 13.0 1.01 17.2 ---- 26_5 3.78 29.4 150 9 0.874 4.0 ---- 10.0 ---- ---- 0.09 0.00 16.2 ---- 0.2'5 0.00 25.6 9 9 49.40 2B9R ---- 10.0 ---- ---- 5.0 1.03 16.2 ---- 10.2 3.86 25.6 L50 10 0.874 15.0 ---- 10.0 ---- ---- 0.02 0.00 15.1 ---- O.C6 0.00 21.8 10 9 44.50 2B3R ---- 10.0 ---- ---- 8.0 2.06 16.2 ---- 16.4 7.73 25.6 150 11-0:874- 9,0 ---- 10.0----- ---- 0.04. 0. 0.0 -14.. 1 ---- . 0 . _.4 0 -00-17-9., _.. 11 11 10.50 2L2B ---- 10.0 ---- ---- 6.5 0.64 14.1 ---- 13.3 2.41 17.9 150 12 0.874 14.0 ---- 12.0 ---- ---- 0.03 0.87 12.6 ---- 0.=0 0.87 14.6 12 11 25.90 2LB3R ---- 10.0 ---- ---- 1.5 0.07 14.1 ---- 3 1 0.26 '17 150 13 0.874 14.0 ---- 14.0 ---- ---- 0.00 1.73 12.3 ---- 0.01 1.73 15.9 13 13 7.10 3L2B ----. 14.0 ---- ---- 6.5 0.66 12.3 ---- 13.2 2.45 15.9 150 14 0.874 18.0 ---- 12.0 ---- ---- 0.03 0.87 12.5 ---- 0.-0 0.87 14.3 14 13 4.00 B ---- 14.0 ---- ---- -5.0 0.11 12.3 ---- -10.2 0.42 15.9 150 15 0.874 3.0 ---- 14.0 ---- ---- -0.02 0.00 12.4 ---- -0.06 0.00 16.3 15 15 66.00 2LB8R ---- 14.0 ---- ---- -0.8 0.04 12.4 ---- -1.5 0.15 16.3 150 16 0.874 19.0 ---- 10.0 ---- ---- 0.00 1.73 14.2 ---- 0.)0 1.73 18.2 16 16 66.70 2L2B9R ---- 10.0 ---- ---- -0.8 0.04 14.2 ---- -1.5 0.16 18.2 150 17 0.874 23.0 ---- 10.0 ---- ---- 0.00 0.00 14.2 ---- 0.D0 0.00 18.4 )ATE: `11/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND DINNING. rdfPage 3 17 17 1.90 B ---- 10.0 ---- ---- 0.0 0.00 14.2 ---- 0.D 0.00 18.4 150 18 0.874 3.0 ---- 10.0 ---- ---- 0.00 0.00 14.2 ---- 0.0D 0.00 18.4 18 17 20.80 4L2B2R ---- 10.0 ---- ---- -0.8 0.02 14.2 ---- -1.3 0.08 18.4 150 19 0.874 24.0 ---- 14.0 ---- ---- 0.00 1.73 12.5 ---- 0.0D 1.73 16.7 19 19 0.50 B ---- 14.0 ---- ---- 0.0 0.00 12.5 ---- 0.D 0.00 16.7 L50 20 0.874 3.0 ---- 14.0 ---- ---- 0.00 0.00 12.5 ---- 0.0D 0.00 16.7 20 19 2.90 R ---- 14.0 ---- -- 7- -0.8 0.00 12.5 ---- -1.3 0.01 16.7 L50 21 0.874 1.0 ---- 14.0 ---- ---- 0.00 0.00 12.5 ---- O.OJ 0.00 16.7 21 21 0.50 B ---- 14.0 ---- ---- 0.0 0.00 12.5 ---- 0.0 0.00 16.7 L50 22 0.874 3.0 ---- 14.0 ---- ---- 0.00 0.00 12.5 ---- 0.00 0.00 16.7 22 21 97.80 7B9R ---- 14.0 ---- ---- -0.8 0.06 12.5 ---- -1.5 0.23 16.7 L50 23 0.874 30.0 ---- 14.0 ---- ---- 0.00 0.00 12.6 ---- 0.00 0.00 17.0 23 23 0.10 R ---- 14.0 ---- ---- 0.4 0.00 12.6 ---- 0.8 0.00 17.0 L50 24 0.874 1.0 ---- 14.0 ---- ---- 0.00 0.00 12.6 ---- 0.00 0.00 17.0 24 24 2.40 R ---- 14.0 ---- ---- -2.1 0.01 12.6 ---- -4.2 0.04 17.0 L50 25 0.874 1.0 ---- 14.0 ---- ---- 0.00 0.00 12.6 - - - - -0.01 0.00 17.0 25 24 6.00 B ---- 14.0 ---- ---- 2.5 0.04 12.6 ---- 5.1 0.15 17.0 150 26 0.874 3.0 ---- 14.0 ---- ---- 0.00 0.00 12.5 ---- 0.0.2 0.00 16.8 26 26 10.00 R ---- 14.0 ---- ---- 4.2 0.13 12.5 ---- 8.6 0.49 16.8 L50 15 0.874 1.0 ---- 14.0 ---- ---- 0.01 0.00 12.4 - - - - 0.04 0.00 16.3 27 26 44.90 2L3B7R ---- 14.0 ---- ---- -1.8 0.16 12.5 - - - - -3.6 0.60 16.8 150 27 0.874 24.0 ---- 10.0 ---- ---- 0.00 1.73 14.4 - - - - -0-C1 1.73 19.1 28 23 43.40 4LB4R ---- 14.0 ---- ---- -1.2 0.07 12.6 ---- -2.4 0.27 17.0 150 28 0.874 23.0 ---- 10.0 ---- ---- 0.00 1.73 14.4 ---- O.CO 1.73 19.0 29 28 4.30 LB ---- 10.0 ---- ---- 0.0 0.00 14.4 ---- 0_0 0.00 19.0 150 29 0:874- 7.0 ---- 10.0 --------- 0.00 .0.00 14.4 ---- 0.00 0.00 19.0 30 28 4.80 R ---- 10.0 ---- ---- -1.2 0.01 14.4 ---- -2.4 0.02 19.0 150 30 0.874 1.0 ---- 10.0 ---- ---- 0.00 0.00 14.4 ---- 0-00 0.00 19.0 31 30 4.30 LB ---- 10.0 ---- ---- 0.0 0.00 14.4 ---- 0.0 0.00 19.0 150 31 0. 874 7.0 ---- ._-1 �^-_----- -----__0_. 00 0.00 14 .4 ---- 0. GO 0.00 19. 0 32 30 15.10 2LB ---- 10.0 ---- ---- -1.2 0.03 14.4 ---- -2.4 0.10 19.0 150 32 0.874 11.0 ---- 10.0 ---- ---- 0.00 0.00 14.4 --,-- 0.00 0.00 19.1 33 32 10.00 L ---- 10.0 ---- ---- -1.2 0.02 14.4 ---- -2.4 0..06 19.1 150 33 0.874 4.0 ---- 20.0 ---- ---- 0.00 4.33 10.1 ---- 0.00 4.33 14.8 34-33 7.80 EL ---- 20.0 ---- ---- -1.2 0.01 10.1 ---- -2.4 0.05 14.8 150 34 0.874 5.0 ---- 20.0 ---- ---- 0.00 0.00 10.1 ---- 0.00 0.00 14.9 35 34 1.20 B ---- 20.0 ---- ---- 0.0 0.00 10.1 ---- 0.0 0.00 14.9 150 35 0.874 3.0 ---- 20.0 ---- ---- 0.00 0.00 10.1 ---- 0.00 0.00 14.9 DATE:'11/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND DINNING. rdfPage 4 36 34 12.10 2R ---- 20.0 ---- ---- -1.2 0.02 10.1 ---- -2.4 0.06 14.9 150 36 0.874 2.0 ---- 20.0 ---- ---- 0.00 0.00 10.1 ---- 0.00 0.00 14.9 37 36 19.10 BR ---- 20.0 ---- ---- 2.1 0.07 10.1 ---- 4.2 0.27 14.9 150 37 0.874 4.0 ---- 20.0 ---- ---- 0.00 0.00 10.1 ---- 0.01 0.00 14.7 38 37 1.50 B ---- 20.0 ---- ---- 0.0 0.00 10.1 ---- 0.0 0.00 14.7 150 38 0.874 3.0 ---- 20.0 ---- ---- 0.00 0.00 10.1 ---- 0.00 0.00 14.7 39 37 1.00 R ---- 20.0 ---- ---- 2.1 0.01 10.1 ---- 4.2 0.02 14.7 150 39 0.874 1.0 ---- 20.0 ---- ---- 0.00 0.00 10.0 ---- 0.01 0.00 14.6 40 39 15.60 LB ---- 20.0 ---- ---- 0.0 0.00 10.0 ---- 0.0 0.00 14.6 150 40 0.874 7.0 - - - - 20.0 - - - - - - - - 0.00 0.00 10.0 - - - - 0.0-0 0.00 14.6 41 39 3.80 R ---- 20.0 ---- ---- 2.1 0.02 10.0 ---- 4.2 0.06 14.6 150 41 0.874 1.0 ---- 20.0 ---- ---- 0.00 0.00 10.0 ---- 0.01 0.00 14.6 42 41 10.00 L ---- 20.0 ---- ---- 2.1 0.04 10.0 ---- 4.2 0.17 14.6 150 25 0.874 4.0 ---- 14.0 ---- ---- 0.00 2.60 12.6 ---- 0.01 2.60 17.0 43 36 0.80 R ---- 20.0 ---- ---- -3.2 0.01 10.1 ---- -6.6 0.05 14.9 150 42 0.874 1.0 ---- 20.0 ---- ---- -0.01 0.00 10.1 ---- -O.C3 0.00 15.0 44 42 1.30 B ---- 20.0 ---- ---- 1.8 0.01 10.1 ---- 3.6 0.04 15.0 150 43 0.874 3.0 ---- 20.0 ---- ---- 0.00 0.00 10.1 ---- O.C1 0.00 14.9 45 43 10.00 L ---- 20.0 ---- ---- 1.8 0.03 10.1 ---- 3.6 0.12 14.9 150 27 0.874 4.0 ---- 10.0 ---- ---- 0.00 4.33 14.4 ---- O.Cl 4.33 19.1 46 42 21.20 6R ---- 20.0 ---- ---- -5.0 0.44 10.1 ---- -10.2 1.63 15.0 150 44 0.874 6.0 ---- 20.0 ---- ---- -0.02 0.00 10.6 ---- - 0 . C 6 0.00 16.6 47 44 10.00 L ---- 20.0 ---- ---- -5.0 0.22 10.6 ---- -10.2 0.84 16.6 150 10 0.874 4.0 ---- 10.0 ---- ---- -0.02 4.33 15.1 ---- -0.06 4.33 21.8 48 12 5.00 L ---- 12.0 ---- ---- 6.5 0.23 12.6 ---- 13.3 0.88 14.6 150 45 0.874 4.0 ---- 19.0 ---- ---- 0.03 3.03 9.3 ---- 0.10 3.03 10.7 - 49 45 0.50 L ---- 19.0 ---- ---- 6.5 0.12 9.3 ---- 13.3 0.44 10.7 150 46 0.874 4.0 ---- 19.0 ---- ---- 0.03 0.00 9.2 ---- 0.10 0.00 10.3 50 46 12.70 2EB2R ---- 19.0 ---- ---- 4.5 0.26 9.2 ---- 10.1 1.16 10.3 150 47 0.874 7.0 ---- 19.0 ---- ---- 0.01 0.00 9.0 ---- 0.06 0.00 9.1 51 47 4.40 B ---- 19.0 ---- ---- 4.5 0.10 9.0 ---- 10 1 0.43 9.1 150 48 0.874 3.0 ---- 20.0 4.71 ---- 0.01 0.43 8.4 13.5 0.06 0.43 8.3 52 48 5.80 ER ---- 20.0 4.71 ---- 4.5 0.10 8.4 13.5 -3.5 0.06 8.3 150 49 0.874 2.0 ---- 19.0 ---- ---- 0.01 0.43 8.7 ---- -0.i)l 0.43 8.7 53 49 4.40 150 50 0.874 54 49 6.10 150 51 0.874 B ---- 19.0 ---- ---- 13.0 0.70 8.7 ---- 13.0 0.70 8.7 3.0 ---- 20.0 4.71 13.0 0.09 0.43 7.6 13.0 0.)9 0.43 7.6 E2R ---- 19.0 ---- ---- -8.5 0.39 8.7 ---- -16.5 1.33 8.7 3.0 ---- 19.0 ---- ---- -0.04 0.00 9.1 ---- -0.15 0.00 10.1 1ATE: 11/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND DIFNING.rdfPage 5 55 51 20.20 4E3R ---- 19.0 ---- ---- --2.0 0.08 9.1 ---- -3.2 0.19 10.1 50 46 0.874 7.0 ---- 19.0 ---- ---- 0.00 0.00 9.2 ---- -0.0=. 0.00 10.3 5 6 51 0.40 B ---- 19.0 - - - - - - - - -6.5 0.09 9.1 ---- -13.2 0.33 10.1 56 52 0.874 3.0 ---- 19.0 ---- ---- -0.03 0.00 9.2 ---- -0.10 0.00 10.4 57 52 5.00 L ---- 19.0 ---- -6.5 0.24 9.2 ---- -13.2 0.88 10.4 50 14 0.874 4.0 ---- 12.0 ---- ---- -0.03 3.03 12.5 ---- -0.10 3.03 14.3 Node Notes Pipe Notes Legend: - Pipe # )IA - Pipe Diameter ;QV. LN - Pipe Equivalent Length ,UMP - Pump Pressure :P - K -Factor 'LOW - Flow Rate IF - Pressure Loss due to Friction 'T - Total Pressure at Node LEN - Pipe Length FIT. - Pipe Fittings FIXD LOSS - Fixed Loss Device EL - Node Elevation DISCH - Discharge in gpm FL/FT - Friction Loss per Foot PE - Pressure Loss due to Eleva:ion Fitting Code Letters: E=45 Ell, L=90 Ell, B=TeeBch, R=TeeRun, C=Couplg, S=SwgChk, G=GatVly, X= X, Y= The maximum velocity of water flow occurs in pipe 1 at 7.42 ft/s with 1 sprinkler flowing. The maximum velocity of water flow occurs in pipe 8 at 14.19 ft/s with 2 sprinklers flowing. ?IPE FITTINGS TABLE ?ipe Table Name: standard.npt ?AGE: C MATERIAL: CPVC HWC: 150 A ameter Equivalent Fitting Lengths in Feet (in) E L B R C S G X Y Z 45'Ell 90 Ell TeeBch TeeRun Couplg SwgChk Ga.tVly X Y Z- 874 1.00 4.00 3.00 1.00 1.00 5.00 2.00 0.00 0.00 0.00 L.101 1.00 5.00 5.00 1.00 1.00 8.00 2.00 0.00 0.00 0.00 L.598 2.00 7.00 8.00 1.00 1.00 14.00 3.00 0.00 G.00 0..00 ?AGE: K MATERIAL: Copper Tube -K HWC: 150 )iameter Equivalent Fitting Lengths in Feet (in) E L B R C S G X Y Z 45 Ell 90 Ell TeeBch TeeRun Couplg SwgChk GatVly X Y Z D.995 1.00 2.00 6.00 2.00 2.00 6.00 0.00 0.00 0.00 0.00 )ATE:'11/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND.DIPINING.rdf Page 6 ?AGE: L MATERIAL: Copper Tube -L HWC: 150 )iameter Equivalent Fitting Lengths in Feet (in) E L B R C S G X Z 45 Ell 90 Ell TeeBch TeeRun Couplg SwgChk GatVly X Z L.505 2.00 4.00 9.00 3.00 3.00 10.00 0.00 0.00 0.00 0.00 Sprinkler system has been hydraulically calculated with the HASS HOUSE 3.2 computer program (License No. 38061304 ) to provide an average imbalance of 0.010 gpm at each node and a maximum imbalance of 0.05 gpm with one sprinkler flowing, and 0.010 gpm at each node and maximum imbalance of 0.06 gpm with 2 sprinklers flowing in accordance with NFPA 13 and 13D or 13R. HRS Systems, Inc. 208 South Public Square Petersburg, TN 37144 (931) 659-9760 )ATE: '11/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND DINNING.rdfPage 7 WATER SUPPLY CURVE 75.0 1 67.5 A C P 60.0 R E 52.5 CD S S 45.0 U R 37.5 E 1 CB 30.0 P 22.5 S I 15.0 I 5- 0.0 04 8 12 16 20 24 28 32 36 40 - FLOW (GPM) Static = 66.6 psi, Residual = 20..0 psi @ 1500 gpm (1 sprinkler flowing) (2 sprinklers flowing) A = Available Water Supply C = Available Water Supply 66.6 psi @ 18.0 gpm 66.6 psi @ 31.5 gpm B = Required Water Supply D = Required Water Supply 31.3 psi @ 18.0 gpm 51.4 psi @ 31.5 gpm ,ATE: '11/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND DI-INING.rdfPage 8 )ATE: 11/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND BED 2.rdfPage 1 RESIDENTIAL FIRE SYSTEMS, INC. (HH) 2871 E. VIA MARTENS ANAHEIM,CA 92806 RESIDENTIAL SPRINKLER SYSTEM HYDRAULICS CALCULATION REPORT FOR YOUNG RESIDENCE LA QUINTA, CA 92253 52-450 VIA DONA 2 HEAD Bedroom 2 Calc. Date: 11/4/2011 File No: 5335 Data File Name: 2ND BED 2.rdf SPRINKLER SPACING 400.0 sq. ft./spklr.(max) Max. Dist. Bet. Spklrs: 20.0 ft. Min. Dist. Bet. Spklrs: 8.0 Max. Dist. Spklr. to Wa-1: 10.0 ft. SPRINKLER SPECIFICATIONS Mfr: Viking Descr: VK457 Conc.Pend.(20x20) K=4.90 Calculated K Factor for Arm -Overs & Drops: 1.0 ft. x 0.874 in. Drop: K=4.71 (Incl. 1 Tee) 0.0 ft. x 0.874 in. Arm -Over: K=4.67 (Incl. 1 Tee & 1 Ell) PIPE SPECIFICATIONS Type: CPVC HWC: 150 WATER SUPPLY ' Source: Public Test Date: 10/4/11 By:. CV -WD-. Static: 66.6 psi Resid: 20.O.psi F1ow:1500.0 gpm Public Main Size: 6 in Domestic Demand: 5.0 gpm at node number 4 SPRINKLER DEMAND No.Spklrs. Min Spklr. Press. Node Total Avail. Req'd Flowing Flow (psi) No. Flow Press. Press. 1 20.0 18.0 35 25.0 66.6 50.7 1 20.0 18.0 35 25.0 66.6 50.7 REVIEWING AUTHORITY RCFD DATE:'11/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND BED 2.rdfPage 2 RESULTS OF ANALYSIS PIPE & NODE DATA * FLOW ANALYSIS * 1 sprinkler flowing * 1 sprinklers flowing FIXD P # END LEN FIT. LOSS EL SP *DISCH FLOW PF PT *DISCH FLON PF PT 4WC NOD DIA EQV.LN PUMP (FT) (K) *(GPM) FL/FT PE (PSI)*(GPM) FL/FT PE (PSI) 1 1 16.50 B ---- -2.0 SRCE ---- 25.0 3.79 50.7 ---- 25.0 3.78 50.7 150 2 0.995 6.0 ---- -2.0 ---- ---- 0.17 0.00 46.9 ---- 0.17 0.00 46.9 2 2 75.90 2L -5.0 -2.0 ---- ---- 25.0 1.51 46.9 ---- 25.0 1.-51 46.9 150 3 1.598 14.0 ---- -2.0 ---- ---- 0.02 0.00 40.4 ---- 0.02 0.00 40.4 3 3 4.50 L ---- -2.0 ---- ---- 25.0 0.19 40.4 ---- 25.0 0.19 40.4. 150 4 1.505 4.0 ---- 2.0 -5 5 0.02 1.73 38.5 5 0.02 1.73 38.5 4 4 0.50 B ---- 2.0 -5 5 20.0 0.37 38.5 5 20.0 0.37 38.5 150 5 1.101 5.0 ---- 2.0 ---- ---- 0.07 0.00 38.1 ---- 0.07 0.00 38.1 5 5 4.00 L ---- 2.0 ---- ---- 20.0 0.61 38.1 ---- 20.0 0.61 38.1 150 6 1.101 5.0 ---- 4.0 ---- ---- 0.07 0.87 36.6 ---- O.C7 0.87 36.6 6 6 2.00 S ---- 4.0 ---- ---- 20.0 0.68 36.6 ---- 20.0 0.68 36.6 150 7 1.101 8.0 ---- 6.0 ---- ---- 0.07 0.87 35.1 ---- O.C7 0.87 35.1 7 7 4.00 R ---- 6.0 ---- ---- 20.0 0.34 35.1 ---- 20.0 0.34 35.1 150 8 1.101 1.0 ---- 10.0 ---- ---- 0.07 1.73 33.0 ---- O.C7 1.73 33.0 8 8 6.70 L ---- 10.0 ---- _--- 20.0 2.24 33.0 ---- 20.0 2.24 33.0 150 9 0.874 4.0 ---- 10.0 ---- ---- 0.21 0.00 30.8 ---- 0.2.1 0.00 30.8 9 9 49.40 2B9R ---- 10.0 ---- ---- 9.6 3.45 30.8 ---- 9.6 3.45 30.8 150 10 0.874 15.0 ---- 10.0 ---- ---- 0.05 0.00 27.3 ---- 0.05 0.00 27.3 10 9 44.50 2B3R ---- 10.0 ---- ---- 10.4 3.36 30.8 ---- 10 4 3.36 30.8 150 11 0.874 9.0 `-- 10:0 ---- ----- 0.06 0.00 27.4 ----= 0-.06 .0.00. 27.4_. _ 11 11 10.50 2L2B ---- 10.0 ---- ---- 4.2 0.28 27.4 ---- 4.2 0.28 27.4 150 12 0.874 14.0 ---- 12.0 ---- ---- 0.01 0.87 26.3 ---- 0.01 0.87 26.3 12 11 25.90 2LB3R ---- 10.0 ---- ---- 6.3 0.98 27.4 ---- 6.3 0.98 27.4 150 13 0.874 14.0 ---- 14.0 ---- ---- 0.02 1.73 24.7 ---- 0.)2 1.73 24.7 13 13 7.10 3L2B ---- 14.0 ---- ---- -4.2 0.29 24.7 ---- -4.2 0.29 24.7 150 14 0.874 18.0 ---- 12.0 ---- ---- -0.01 0.87 25.9 ---- -0.D1 0.87 25.9 14 13 4.00 B ---- 14.0 ---- ---- 10.4 0.44 24.7 ---- 10.4 0.44 24.7 150 15 0.874 3.0 ---- 14.0 ---- ---- 0.06 0.00 24.3 ---- 0.36 0.00 24.3 15 15 66.00 2LB8R ---- 14.0 ---- ---- 1.7 0.18 24.3 ---- 1.7 0.18 24.3 150 16 0.874 19.0 ---- 10.0 ---- ---- 0.00 1.73 25.8 ---- 0.00 1.73 25.8 16 16 66.70 2L2B9R ---- 10.0 ---- ---- 1.7 0.19 25.8 ---- 1.7 0.19 25.8 150 17 0.874 23.0 ---- 10.0 ---- ---- 0.00 0.00 25.6 ---- 0.100 0.00 25.6 )ATE: 11/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND BES 2.rdfPage 3 17 17 1.90 B ---- 10.0 ---- ---- 0.0 0.00 25.6 ---- 0.D 0.00 25.6 L50 18 0.874 3.0 ---- 10.0 ---- ---- 0.00 0.00 25.6 ---- 0.0D 0.00 25.6 18 17 20.80 4L2B2R ---- 10.0 ---- ---- 1.7 0.09 25.6 ---- 1.7 0.09 25.6 L50 19 0.874 24.0 ---- 14.0 ---- ---- 0.00 1.73 23.8 ---- 0.0D 1.73 23.8 19 19 0.50 B ---- 14.0 ---- ---- 0.0 0.00 23.8 ---- 0.D 0.00 23.8 L50 20 0.874 3.0 ---- 14.0 ---- ---- 0.00 0.00 23.8 ---- O.OJ 0.00 23.8 20 19 2.90 R ---- 14.0 ---- ---- 1.7 0.01 23.8 ---- 1.7 0.01 23.8 L50 21 0.874 1.0 ---- 14.0 ---- ---- 0.00 0.00 23.8 ---- 0.00 0.00 23.8 21 21 0.50 B ---- 14.0 ---- ---- 0.0 0.00 23.8 ---- 0.0 0.00 23.8 L50 22 0.874 3.0 ---- 14.0 ---- ---- 0.00 0.00 23.8 ---- 0.00 0.00 23.8 22 21 97.80 7B9R ---- 14.0 ---- ---- 1.7 0.27 23.8 ---- 1.7 0.27 23.8 L50 23 0.874 30.0 ---- 14.0 ---- ---- 0.00 0.00 23.5 ---- 0.00 0.00 23.5 23 23 0.10 R ---- 14.0 ---- ---- -3.3 0.0'1 23.5 ---- -3.3 0.01 23.5 L50 24 0.874 1.0 ---- 14.0 ---- ---- -0.01 0.00 23.5 ---- -0.01 0.00 23.5 24 24 2.40 R ---- 14.0 ---- ---- 3.0 0.02 23.5 ---- 3.,0 0.02 23.5 L50 25 0.874 1.0 ---- 14.0 ---- ---- 0.01 0.00 23.5 ---- 0.01 0.00 23.5 25 24 6.00 B ---- 14.0 ---- ---- -6.3 0.22 23.5 ---- -6.3 0.22 23.5 L50 26 0.874 3.0 ---- 14.0 ---- ---- -0.02 0.00 23.8 ---- -0.0:2 0.00 23.8 26 26 10.00 R ---- 14.0 ---- ---- -8.8 0.50 23.8 ---- -8.8 0.50 23.8 150 15 0.874 1.0 ---- 14.0 ---- ---- -0.05 0.00 24.3 ---- -O.C5 0.00 24.3 27 26 44.90 2L3B7R ---- 14.0 ---- ---- 2.4 0.29 23.8 ---- 2.4 0.29 23.8 150 27 0.874 24.0 ---- 10.0 ---- ---- 0.00 1.73 25.2 ---- O.CO 1.73 25.2 28 23 43.40 4LB4R ---- 14.0 ---- ---- 5.0 1.07 23.5 ---- 5_0 1.07 23.5 150 28 0.874 23.0 ---- 10.0 ---- ---- 0.02 1.73 24.2 ---- O.C2 1.73 24.2 29 28 4.30 LB ---- 10.0 ---- ---- 0.0 0.00 24.2 ---- 0.0 0.00 24.2 150 29- 0.874 7.0 ---=' 10.0 ---- ----- - 0.00 0.00 24.2 7: - 0..00 0.00 24.2.,__ 30 28 4.80 R ---- 10.0 ---- ---- 5.0 0.09 24.2 ---- 5.0 0.09 24.2 150 30 0.874 1.0 ---- 10.0 ---- ---- 0.02 0.00 24.1 ---- 0.02 0.00 24.1 31 30 4.30 LB ---- 10.0 ---- ---- 0.0 0.00 24.1 ---- 0.0 0.00 24.1 150 31 0.874 7.0 ---- 10.0 ---- ---- 0.00 0.00 24.1 ---- 0.00 0.00 24.1 32 30 15.10 2LB ---- 10.0 ---- ---- 5.0 0.42 24.1 ---- 5.0 0.42 24.1 150 32 0.874 11.0 ---- 10.0 ---- ---- 0.02' 0.00 23.7 ---- 0.02 0.00 23.7 33 32 10.00 L ---- 10.0 ---- ---- 5.0 0.23 23.7 ---- 5 0 0.23 23.7 150 33 0.874 4.0 ---- 20.0 ---- ---- 0.02 4.33 19.1 ---- 0.02 4.33 19.1 34 33 7.80 EL' ---- 20.0 ---- ---- 5.0 0.21 19.1 ---- 5.0 0.21 19.1 150 34 0.874 5.0 ---- 20.0 ---- ---- 0.02 0.00 18.9 ---- 0.02 0.00 18.9 35 34 1.20 B ---- 20.0 ---- ---- 20.0 0.88 18.9 ---- 20.0 0.88 18.9 150 35 0.874 3.0 ---- 20.0 4.71 20.0 0.21 0.00 18.0 20.0 0.21 0.00 18.0 )ATE: *11/4/011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND BED 2.rdfPage 4 36 34 12.10 2R ---- 20.0 ---- ---- -15.0 1.73 18.9 ---- -15.0 1.73 18.9 .50 36 0.874 2.0 ---- 20.0 ---- ---- -0.12 0.00 20.6 ---- -0.12 0.00 20.6 37 36 19.10 BR ---- 20.0 ---- -3.0 0.14 20.6 ---- -3.0 0.14 20.6 .50 37 0.874 4.0 ---- 20.0 ---- ---- -0.01 0.00 20.8 ---- -0.0= 0.00 20.8 38 37 1.50 B ---- 20.0 ---- 0.0 0.00 20.8 ---- 0.0 0.00 20.8 .50 38 0.874 3.0 ---- 20.0 ---- ---- 0.00 0.00 20.8 ---- 0.0') 0.00 20.8 39 37 1.00 R ---- 20.0 ---- -3.0 0.01 20.8 ---- -3.) 0.01 20.8 .50 39 0.874 1.0 ---- 20.0 ---- ---- -0.01 0.00 20.8 ---- -0.01 0.00 20.8 40 39 15.60 LB ---- 20.0 ---- ---- 0.0 0.00 20.8 ---- 0.) 0.00 20.8 .50 40 0.874 7.0 ---- 20.0 ---- ---- 0.00 0.00 20.8 ---- 0.0D 0.00 20.8 41 39 3.80 R ---- 20.0 ---- ---- -3.0 0.03 20.8 ---- -3.J 0.03 20.8 .50 41 0.874 1.0 ---- 20.0 ---- ---- -0.01 0.00 20.8 ---- -0.01 0.00 20.8 42 41 10.00 L ---- 20.0 ---- ---- -3.0 0.09 20.8 ---- -3.0 0.09 20.8 .50 25 0.874 4.0 ---- 14.0 ---- ---- -0.01 2.60 23.5 ---- -0.01 2.60 23.5 43 36 0.80 R ---- 20.0 ---- ---- -12.0 0.15 20.6 ---- -12.0 0.15 20.6 _50 42 0.874 1.0 ---- 20.0 ---- ---- -0.08 0.00 20.8 ---- -0.08 0.00 20.8 44 42 1.30 B ---- 20.0 ---- ---- -2.4 0.02 20.8 ---- -2.4 0.02 20.8 L50 43 0.874 3.0 ---- 20.0 ---- ---- 0.00 0.00 20.8 ---- 0.00 0.00 20.8 45 43 10.00 L ---- 20.0 ---- ---- -2.4 0.06 20.8 ---- -2.4 0.06 20.8 L50 27 0.874 4.0 ---- 10.0 ---- ---- 0.00 4.33 25.2 ---- 0.00 4.33 25.2 46 42 21.20 6R ---- 20.0 ---- ---- -9.6 1.46 20.8 ---- -9.6 1.46 20.8 L50 44 0.874 6.0 ---- 20.0 ---- ---- -0.05 0.00 22.2 ---- -O.C5 0.00 22.2 47 44 10.00 L ---- 20.0 ---- ---- -9.6 0.75 22.2 ----- -9.6 0.75 22.2 150 10 0.874 4.0 ---- 10.0 ---- ---- -0.05 4.33 27.3 ---- -O.C5 4.33 27.3 48 12 5.00 L ---- 12.0 ---- ---- 4.2 0.10 26.3 ---- 4_2 0.10 26.3 150 45'0.874 4.0 ---- 19.0----- ---- 0.01.. 3...03.23..1 .----._ O.C1 3.03 23.1 49 45 0.50., L ---- 19.0 ---- ---- 4.2 0.05 23.1 ---- 4.2 0.05 23.1 150 46 0.874 4.0 ---- 19.0 ---- ---- 0.01 0.00 23.1 ---- 0.01 0.00 23.1 50 46 12.70 2EB2R ---- 19.0 ---- ---- 1.8 0.05 23.1 ---- 1.8 0.05 23.1 150 47 0.874 7.0 ---- 19.0 ---- ---- 0.00 0.00 23.0 ---- 0.00 0.00 23.0 51 47 4.40 B ---- 19.0 ---- ---- 1.8 0.02 23.0 ---- 1.8 0.02 23.0 150 48 0.874 3.0 ---- 20.0 ---- ---- 0.00 0.43 22.6 ---- 0.00 0.43 22.6 52 48 5.80 ER ---- 20.0 ---- ---- 1.8 0.02 22.6 ---- 1 8 0.02 22.6 150 49 0.874 2.0 ---- 19.0 ---- ---- 0.00 0.43 23.0 ---- 0.00 0.43 23.0 53 49 4.40 B ---- 19.0 ---- ---- 0.0 0.00 23.0 ---- 0.0 0.00 23.0 150 50 0.874 3.0 ---- 20.0 ---- ---- 0.00 0.43 22.6 ---- 0.1)0 0.43 22.6 54 49 6.10 E2R ---- 19.0 ---- ---- 1.8 0.02 23.0 ---- 1.8 0.02 23.0 150 51 0.874 3.0 ---- 19.0 ---- ---- 0.00 0.00 23.0 ---- 0.)0 0.00 23.0 DATE: 11/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND BED 2.rdfPage 5 55 51 20.20 4E3R ---- 19.0 ---- ---- -2.4 0.11 23.0 ---- -2.4 0.11 23.0 150 46 0.874 7.0 ---- 19.0 ---- ---- 0.00 0.00 23.1 ---- 0.00 0.00 23.1 56 51 0.40 B ---- 19.0 ---- ---- 4.2 0.04 23.0 ---- 4.2 0.04 23.0 150 52 0.874 3.0 ---- 19.0 ---- ---- 0.01 0.00 22.9 ---- 0. 01 0.00 22.9 57 52 5.00 L ---- 19.0 ---- ---- 4.2 0.10 22.9 ---- 4.2 0.10 22.9 150 14 0.874 4.0 ---- 12.0 ---- ---- 0.01 3.03 25.9 ---- 0.01 3.03 25.9 Legend: P - Pipe # DIA - Pipe Diameter QV. LN - Pipe Equivalent Length PUMP - Pump Pressure 5P - K -Factor FLOW - Flow Rate PF - Pressure Loss due to Friction PT - Total Pressure at Node Node Notes Pipe Notes LEN - Pipe Length FIT. - Pipe Fittings FIXD LOSS - Fixed Loss Device EL - Node Elevation DISCH - Discharge in gpm FL/FT - Friction Loss per Foot PE - Pressure Loss due to Elevation Fitting Code Letters: E=45 Ell, L=90 Ell, B=TeeBch, R=TeeRun, C=Couplg, S=SwgChk, G=GatVly, X= X, Y= The maximum velocity of water flow occurs in pipe 35 at 10.70 ft/s with 1 sprinkler flowing. The maximum velocity of water flow occurs in pipe 35 at 10.70 ft/s with 1 sprinklers flowing. PIPE FITTINGS TABLE Pipe Table Name: standard.npt PAGE: C MATERIAL: CPVC HWC: 150 Diameter Equivalent Fitting Lengths in Feet (in) E L B R C S G X Y Z 45 Ell 90 Ell TeeBch TeeRun Couplg SwgChk Ga-tVly ._ X . _. Y _ -z 0.874 1.00 4.00 3.00 1.00 1.00 5.00 2.00 0.00 0.00 0.00 1.101 1.00 5.00 5.00 1.00 1.00 8.00 . 2.00 0.00 0.00 0.00 1.598 2.00 7.00 8.00 1.00 1.00 14.00 3.00 0.00 0.'00 0.00 PAGE: K MATERIAL: Copper Tube -K HWC: 150 Diameter Equivalent Fitting Lengths in Feet (in) E L B R C S G X Y Z 45 Ell 90 Ell TeeBch TeeRun Couplg SwgChk GatVly X Y Z 0.995 1.00 2.00 6.00 2.00 2.00 6.00 0.00 0.00 0.00 0.00 )ATE:'11/4/2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND BED 2.rdfPage 6 ?AGE: L MATERIAL: Copper Tube -L HWC: 150 )iameter Equivalent Fitting Lengths in Feet (in) E L B R C S G X " Z 45 Ell 90 Ell TeeBch TeeRun Couplg SwgChk GatVly X _ Z _.505 2.00 4.00 9.00 3.00 3.00 10.00 0.00 0.00 0 00 0.00 Sprinkler system has been hydraulically calculated with the HASS HOUSE 3.2 computer program (License No. 38061304 ) to provide an average imbalance of 0.010 gpm at each node and a maximum imbalance of 0.01 gpm with one sprinkler flowing, and 0.010 gpm at each node and maximum imbalance of 0.06 gpm with 1 sprinklers flowing in accordance with NFPA 13 and 13D or 13R. HRS Systems, Inc. 208 South Public Square Petersburg, TN 37144 (931) 659-9760 )ATE:^11/4/011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND BED 2.rdfPage 7 WATER SUPPLY CURVE CD 7.5 0.0 04 8 12 16 20 24 28 32 36 90 FLOW Static = 66.6 psi, Residual = 20.0 psi @ 1500 gpm (1 sprinkler flowing) (1 sprinklers flowing) A = Available- Water ---Supply-- C = Available Water Supply-- -- ---- �- - 66.6 psi @ 25.0 gpm 66.6 psi @ 25.0 gpm B = Required Water Supply D = Required Water Supply 50.7 psi @ 25.0 gpm 50.7 psi @ 25.0 gpm DATE:'11/02011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND BED 2.rdfPage 8 DATE:'11/4f2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND BED 3.rdfPage 1 RESIDENTIAL FIRE SYSTEMS, INC. (HH) 2871 E. VIA MARTENS ANAHEIM,CA 92806 RESIDENTIAL SPRINKLER SYSTEM HYDRAULICS CALCULATION REPORT FOR YOUNG RESIDENCE LA QUINTA, CA 92253 52-450 VIA DONA 2 HEAD Bedroom 3 Calc. Date: 11/4/2011 File No: 5335 Data File Name: 2ND BED 3.rdf SPRINKLER SPACING 256.0 sq. ft./spklr.(max) Max. Dist. Bet. Spklrs: 16.0 ft. Min. Dist. Bet. Spklrs: 8.0 Max. Dist. Spklr. to Wall: 8.0 ft. SPRINKLER SPECIFICATIONS Mfr: Viking Descr: VK457 Conc.Pend.(16xl6) K=4.90 Calculated K Factor for Arm -Overs & Drops: 1.0 ft. x 0.874 in. Drop: K=4.71 (Incl. 1 Tee) 0.0 ft. x 0.874 in. Arm -Over: K=4.67 (Incl. 1 Tee & 1 Ell) PIPE SPECIFICATIONS Type: CPVC HWC: 150 WATER SUPPLY - - -Source: Public T -est Da-te:-.1-0/4./11-. B.y..:._-CVWD Static: 66.6 psi Resid: 20.0 psi F1ow:1500.0 gpm Public Main Size: 6 in Domestic Demand: 5.0 gpm at node number 4 SPRINKLER DEMAND No.Spklrs. Min Spklr. Press. Node Total Avai-. Req'd Flowing Flow (psi) No. Flow Press. Press. 1 13.0 7.6 40 18.0 66.5 32.4 2 13.0 7.6 40 32.3 66.5 53.1 REVIEWING AUTHORITY RCFD DATE:'11/02011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND BED 3.rdfPage 2 RESULTS OF ANALYSIS PIPE & NODE DATA * FLOW ANALYSIS * 1 sprinkler flowing * 2 sprinklers flowing FIXD P # END LEN FIT. LOSS EL SP *DISCH FLOW PF PT *DISCH FLCW PF PT HWC NOD DIA EQV.LN PUMP (FT) (K) *(GPM) FL/FT PE (PSI)*(GPM) FL/FT PE (PSI) 1 1 16.50 B ---- -2.0 SRCE ---- 18.0 2.07 32.4 ---- 32.3 6.09 53.1 150 2 0.995 6.0 ---- -2.0 ---- ---- 0.09 0.00 30.3 ---- 0.27 0.00 47.0 2 2 75.90 150 3 1.598 3 3 4.50 150 4 1.505 2L -5.0 -2.0 ---- ---- 18.0 0.82 30.3 ---- 32.3 2.42 47.0 14.0 ---- -2.0 ---- ---- 0.01 0.00 24.5 ---- O.C3 0.00 39.6 L ---- -2.0 ---- ---- 18.0 0.10 24.5 ---- 32..3 0.31 39.6 4.0 ---- 2.0 -5 5 0.01 1.73 22.6 5 O.C4 1.73 37.5 4 4 0.50 B ---- 2.0 -5 5 13.0 0.17 22.6 5 27_3 0.67 37.5 150 5 1.101 5.0 ---- 2.0 ---- ---- 0.03 0.00 22.5 ---- 0.12 0.00 36.9 5 5 4.00 L ---- 2.0 ---- ---- 13.0 0.28 22.5 ---- 27.3 1.09 36.9 150 6 1.101 5.0 ---- 4.0 ---- ---- 0.03 0.87 21.3 ---- 0.12 0.87 34.9 6 6 2.00 S ---- 4.0 ---- ---- 13.0 0.31 21.3 ---- 27.3 1.21 34.9 150 7 1.101 8.0 ---- 6.0 ---- ---- 0.03 0.87 20.1 ---- 0.12 0.87 32.8 7 7 4.00 R ---- 6.0 ---- ---- 13.0 0.15 20.1 ---- 27.3 0.61 32.8 150 8 1.101 1.0 ---- 10.0 ---- ---- 0.03 1.73 18.3 ---- 0.2 1.73 30.5 8 8 6.70 L ---- 10.0 ---- ---- 13.0 1.01 18.3 ---- 27.3 3.99 30.5 150 9 0.874 4.0 ---- 10.0 ---- ---- 0.09 0.00 17.3 ---- 0.37 0.00 26.5 9 9 49.40 2B9R ---- 10.0 ---- ---- 6.1 1.51 17.3 ---- 12.9 5.98 26.5 150 10 0.874 15.0 ---- 10.0 ---- ---- 0.02 0.00 15.7 ---- 0.09 0.00 20.5 10 9 44.50 2B3R ---- 10.0 ---- ---- 6.9 1.55 17.3 ---- 14.4 6.12 26.5 150 11.0. 874_ . 9--0 ..----. 10:0.._._.___ .---- 0.03.. 0.00 15.7 ----- 0.--l- __0.-00 -20-4- 20-4.11 11 11 10.50 2L2B ---- 10.0 ---- ---- 2.7 0.13 15.7 ---- 5.8 0.51 20.4 150 12 0.874 14.0 ---- 12.0 ---- ---- 0.01 0.87 14.7 ---- 0.02 0.87 19.0 12 11 25.90 2LB3R ---- 10.0 ---- ---- 4.1 0.45 15.7 ---- 8.7 1.78 20.4 150 13 0.874 14.0 ---- 14.0 ---- ---- 0.01 1.73 13.5 ---- 0.D4 1.73 16.9 13 13 7.10 3L2B ---- 14.0 ---- ---- -2.7 0.13 13.5 ---- -5.8 0.53 16.9 150 14 0.874 18.0 ---- 12.0 ---- ---- -0.01 0.87 14.5 ---- -0.D2 0.87 18.3 14 13 4.00 B ---- 14.0 ---- ---- 6.9 0.20 13.5 ---- 14.4 0.80 16.9 150 15 0.874 3.0 ---- 14.0 ---- ---- 0.03 0.00 13.3 ---- 0.11 0.00 16.1 15 15 66.00 2LB8R ---- 14.0 ---- ---- 1.1 0.09 13.3 ---- 2.4 0.35 16.1 150 16 0.874 19.0 ---- 10.0 ---- ---- 0.00 11.73 15.0 ---- 0.30 1.73 17.5 16 16 66.70 2L2B9R ---- 10.0 ---- ---- 1.1 0.09 15.0 ---- 2.4 0.37 17.5 150 17 0.874 23.0 ---- 10.0 ---- ---- 0.00 0.00 14.9 ---- 0.00 0.00 17.1 DATE:'11/472011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND BED 3.rdfPage 3 17 17 1.90 B ---- 10.0 ---- ---- 0.0 0.00 14.9 ---- 0.0 0.00 17.1 150 18 0.874 3.0 ---- 10.0 ---- ---- 0.00 0.00 14.9 ---- O.CO 0.00 17.1 18 17 20.80 4L2B2R ---- 10.0 ---- ---- 1.1 0.05 14.9 ---- 2.4 0.18 17.1 150 19 0.874 24.0 ---- 14.0 ---- ---- 0.00 1.73 13.1 ---- O.CO 1.73 15.2 19 19 0.50 B ---- 14.0 ---- ---- 0.0 0.00 13.1 ---- 0.0 0.00 15.2 150 20 0.874 3.0 ---- 14.0 ---- ---- 0.00 0.00 13.1 ---- O.CO 0.00 15.2 20 19 2.90 R ---- 14.0 ---- ---- 1.1 0.00 13.1 ---- 2.4 0.02 15.2 150 21 0.874 1.0 ---- 14.0 ---- ---- 0.00 0.00 13.1 ---- 0.00 0.00 15.2 21 21 0.50 B ---- 14.0 ---- ---- 0.0 0.00 13.1 ---- 0.0 0.00 15.2 150 22 0.874 3.0 ---- 14.0 ---- ---- 0.00 0.00 13.1 ---- 0.00 0.00 15.2 22 21 97.80 7B9R ---- 14.0 ---- ---- 1.1 0.13 13.1 ---- 2.4 0.52 15.2 150 23 0.874 30.0 ---- 14.0 ---- ---- 0.00 0.00 12.9 ---- 0.00 0.00 14.6 23 23 0.10 R ---- 14.0 ---- ---- 1.7 0.00 12.9 ---- 3.4 0:01 14.6 150 24 0.874 1.0 ---- 14.0 ---- ---- 0.00 0.00 12.9 ---- 0.01 0.00 14.6 24 24 2.40 R ---- 14.0 ---- ---- 6.6 0.09 12.9 - - - - 13-6 0.35 14.6 150 25 0.874 1.0 ---- 14.0 ---- ---- 0.03 0.00 12.9 ---- 0.=0 0.00 14.3 25 24 6.00 B ---- 14.0 ---- ---- -4.9 0.14 12.9 ---- -10.2 0.55 14.6 150 26 0.874 3.0 ---- 14.0 ---- ---- -0.02 0.00 13.1 ---- -0.06 0.00 15.2 26 26 10.00 R ---- 14.0 ---- ---- -5.7 0.23 13.1 ---- -12 0 0.90 15.2 150 15 0.874 1.0 ---- 14.0 ---- ---- -0.02 0.00 13.3 ---- -0.08 0.00 16.1 27 26 44.90 2L3B7R ---- 14.0 ---- ---- 0.8 0.04 13.1 ---- 1.8 0.17 15.2 150 27 0.874 24.0 ---- 10.0 ---- ---- 0.00 1.73 14.8 ---- 0.00 1.73 16.7 28 23 43.40 4LB4R ---- 14.0 ---- ---- -0.5 0.02 12.9 - - - - -1.0 0.05 14.6 150 28 0.874 23.0 ---- 10.0 ---- ---- 0.00 1.73 14.7 - - - - 0.•)0 1.73 16.4 29 28 4.30 LB ---- 10.0 ---- ---- 0.0 0.00 14.7 ---- 0.0 0.00 16.4 150 29 0.874 7.0 ---- 10:-0 ---- ---- 0.00 0.00 14.7 ---- .0. DO 0..00.1.6.4 30 28 4.80 150 30 0.874 31 30 4.30 150-31 0.874 32 30 15.10 150 32 0.874 33 32 10.00 150 33 0.874 34 33 7.80 150 34 0.874 35 34 1.20 150 35 0.874 R ---- 10.0 ---- ---- -0.5 0.00 14.7 ---- -1.0 0.00 16.4 1.0 ---- 10.0 ---- ---- 0.00 0.00 14.7 ---- 0.D0 0.00 16.4 LB ---- 10.0 ---- ---- 0.0 0.00 14.7 ---- 0.0 0.00 16.4 7.0 ---- 10.0 ---- ---- 0.00 0.00 14.7 ---- 0.D0 0.00 16.4 2LB ---- 10.0 ---- ---- -0.5 0.01 14.7 ---- -1.0 0.02 16.4 11.0 ---- 10.0 ---- ---- 0.00 0.00 14.7 ---- O.JO 0.00 16.5 L ---- 10.0 ---- ---- -0.5 0.00 14.7 ---- -1.0 0.01 16.5 4.0 ---- 20.0 ---- ---- 0.00 4.33 10.4 ---- 0.30 4.33 12.1 EL ---- 20.0 ---- ---- -0.5 0.00 10.4 ---- -1.0 0.01 12.1 5.0 ---- 20.0 ---- ---- 0.00 0.00 10.4 ---- 0.00 0.00 12.1 B ---- 20.0 ---- ---- 0.0 0.00 10.4 ---- 0.0 0.00 12.1 3.0 ---- 20.0 ---- ---- 0.00 0.00 10.4 ---- 0.00 0.00 12.1 DATE:^11/02011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND BED 3.rdfPage 4 36 34 12.10 2R ---- 20.0 ---- ---- -0.5 0.00 10.4 ---- -1.0 0.01 12.1 150 36 0.874 2.0 ---- 20.0 ---- ---- 0.00 0.00 10.4 ---- 0.00 0.00 12.2 37 36 19.10 BR ---- 20.0 ---- ---- 6.4 0.59 10.4 ---- 13.7 2.40 12.2 150 37 0.874 4.0 ---- 20.0 ---- ---- 0.03 0.00 9.8 ---- 0.10 0.00 9.7 38 37 1.50 B ---- 20.0 ---- ---- 0.0 0.00 9.8 ---- 14.3 0.51 9.7 150 38 0.874 3.0 ---- 20.0 4.71 ---- 0.00 0.00 9.8 14.3 0.11 0.00 9.2 39 37 1.00 R ---- 20.0 ---- ---- 6.4 0.05 9.8 ---- -0.6 0.00 9.7 150 39 0.874 1.0 ---- 20.0 ---- ---- 0.03 0.00 9.7 ---- O.CO 0.00 9.7 40 39 15.60 LB ---- 20.0 ---- ---- 13.0 2.13 9.7 ---- 13.0 2.13 9.7 150 40 0.874 7.0 ---- 20.0 4.71 13.0 0.09 0.00 7.6 13.0 O.C9 0.00 7.6 41 39 3.80 R ---- 20.0 ---- ---- -6.6 0.13 9.7 ---- -13.6 0.49 9.7 150 41 0.874 1.0 ---- 20.0 ---- ---- -0.03 0.00 9.9 ---- -0.10 0.00 10.2 42 41 10.00 L ---- 20.0 ---- ---- -6.6 0.38 9.9 - - - - -13.6 1.44 10.2 150 25 0.874 4.0 ---- 14.0 ---- ---- -0.03 2.60 12.9 ---- -0.10 2.60 14.3 43 36 0.80 R ---- 20.0 ---- _--- -6.9 0.05 10.4 ---- -14.7 0.21 12.2 150 42 0.874 1.0 ---- 20.0 ---- ---- -0.03 0.00 10.4 ---- -0.12 0.00 12.4 44 42 1.30 B ---- 20.0 ---- ---- -0.8 0.00 10.4 ---- -1.6 0.01 12.4 150 43 0.874 3.0 ---- 20.0 ---- ---- 0.00 0.00 10.4 ---- 0.00 0.00 12.4 45 43 10.00 L ---- 20.0 ---- ---- -0.8 0.01 10.4 ---- -1.8 0.03 12.4 150 27 0.874 4.0 ---- 10.0 ---- ---- 0.00 4.33 14.8 ---- 0.00 4.33 16.7 46 42 21.20 6R ---- 20.0 ---- ---- -6.1 0.64 10.4 ---- -12.9 2.53 12.4 150 44 0.874 6.0 ---- 20.0 ---- ---- -0.02 0.00 11.1 ---- -0.09 0.00 14.9 47 44 10.00 L ---- 20.0 ---- ---- -6.1 0.33 11.1 ---- -12.9 1.30 14.9 150 10 0.874 4.0 ---- 10.0 ---- ---- -0.02 4.33 15.7 ---- -0.09 4.33 20.5 48 12 5.00 L ---- 12.0 ---- ---- 2.7 0.05 14.7 ---- 5 8 0.19 19.0 150 4-5 0.874 - 4.0 ---- 19.0 ----- ----- 0.01 3.03 11.6- ---- 0.02 3.03 15..-8 -. 49 45 0.50 L ---- 19.0 ---- ---- 2.7 0.02 11.6 ---- 5 8 0.09 15.8 150 46 0.874 4.0 ---- 19.0 ---- ---- 0.01 0.00 11.6 ---- 0.02 0.00 15.7 50 46 12.70 2EB2R ---- 19.0 ---- ---- 1.2 0.02 11.6 ---- 2 5 0.09 15.7 150 47 0.874 7.0 ---- 19.0 ---- ---- 0.00 0.00 11.6 ---- 0.00 0.00 15.6 51 47 4.40 B ---- 19.0 ---- ---- 1.2 0.01 11.6 ---- 2.5 0.03 15.6 150 48 0.874 3.0 ---- 20.0 ---- ---- 0.00 0.43 11.1 ---- 0.00 0.43 15.1 52 48 5.80 ER ---- 20.0 ---- ---- 1.2 0.01 11.1 ---- 2.5 0.04 15.1 150 49 0.874 2.0 ---- 19.0 ---- ---- 0.00 0.43 11.6 ---- 0.00 0.43 15.5 53 49 4.40 B ---- 19.0 ---- ---- 0.0 0.00 11.6 ---- 0.0 0.00 15.5 150 50 0.874 3.0 ---- 20.0 ---- ---- 0.00 0.43 11.1 ---- 0.)0 0.43 15.1 54 49 6.10 E2R ---- 19.0 ---- ---- 1.2 0.01 11.6 ---- 2.5 0.04 15.5 150 51 0.874 3.0 ---- 19.0 ---- ---- 0.00 0.00 11.6 ---- 0.)0 0.00 15.5 DATE:'11/02011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND BED 3.rdfPage 5 55 51 20.20 4E3R ---- 19.0 ---- ---- -1.5 0.05 11.6 ---- -3.3 0.20 15.5 150 46 0.874 7.0 ---- 19.0 ---- ---- 0.00 0.00 11.6 ---- -O.C1 0.00 15.7 56 51 0.40 B ---- 19.0 ---- ---- 2.7 0.02 11.6 ---- 5.8 0.07 15.5 150 52 0.874 3.0 ---- 19.0 ---- ---- 0.01 0.00 11.5 ---- O.C2 0.00 15.4 57 52 5.00 L ---- 19.0 ---- ---- 2.7 0.05 11.5 ---- 5.8 0.19 15.4 150 14 0.874 4.0 ---- 12.0 ---- ---- 0.01 3.03 14.5 ---- 0.02 3.03 18.3 Legend: P - Pipe # DIA - Pipe Diameter EQV. LN - Pipe Equivalent Length PUMP - Pump Pressure SP - K -Factor FLOW - Flow Rate PF - Pressure Loss due to Friction PT - Total Pressure at Node Node Notes Pipe Notes LEN - Pipe Length FIT. - Pipe Fittings FIXD LOSS - Fixed Loss Device EL - Node Elevation DISCH - Discharge in gpm FL/FT - Friction Loss per Foot PE - Pressure Loss due to Elevation Fitting Code Letters: E=45 Ell, L=90 Ell, B=TeeBch, R=TeeRun, C=Couplg, S=SwgChk, G=G`atVly, X= X, Y= The maximum velocity of water flow occurs in pipe 1 at 7.44 ft/s with 1 sprinkler flowing. The maximum velocity of water flow occurs in pipe 8 at 14.61 ft/s with 2 sprinklers flowing. PIPE FITTINGS TABLE Pipe Table Name: standard.npt PAGE: C MATERIAL: CPVC HWC: 150 Diameter Equivalent Fitting Lengths in Feet (in) E L B R C S G X Y Z -4-5 Ell 90 Ell -TeeBch TeeRun- Couplg- SwgChk GatVly ..-__X.-._-.. -_.._Y_ .- _ -.-Z--- 0.874 1.00 4.00 3.00 1.00 1.00 5.00 2.00 0.00 0.00 0.00 1.101 1.00 5.00 5.00 1.00 1.00 8.00 2.00 0.00 0.00 0.00 1.598 2.00 7.00 8.00 1.00 1.00 14.00 3.00 0.00 0.00 0.00 PAGE: K MATERIAL: Copper Tube -K HWC: 150 Diameter Equivalent Fitting Lengths in Feet (in) E L B R C S G X Y Z 45 Ell 90 Ell TeeBch TeeRun Couplg SwgChk GatVly X Y Z 0.995 1.00 2.00 6.00 2.00 2.00 6.00 0.00 0.00 0.00 0.00 DATE:. 11/4%2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND BED 3.rdfPage 6 PAGE: L MATERIAL: Copper Tube -L HWC: 150 Diameter Equivalent Fitting Lengths in Feet (in) E L B R C S G X Y Z 45 Ell 90 Ell TeeBch TeeRun Couplg SwgChk GatVly X Y Z 1.505 2.00 4.00 9.00 3.00 3.00 10.00 0.00 0.00 C.00 0.00 Sprinkler system has been hydraulically calculated with the HASS HOUSE 3.2 computer program (License No. 38061304 ) to provide an average imbalance of 0.010 gpm at each node and a maximum imbalance of 0.09 gpm with one sprinkler flowing, and 0.010 gpm at each node and maximum imbalance of 0.01 gpm with 2 sprinklers flowing in accordance with NFPA 13 and 13D or 13R. HRS Systems, Inc. 208 South Public Square Petersburg, TN 37144 (931) 659-9760 DATE:'11/472011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND BED 3.rdfPage 7 WATER SUPPLY CURVE 75.0 1rN 67.5 A C P 60.0 R E CD 52.5 S S I 45.0 U R 37.5 E OB 30.0 P 22.5 S I 15.0 i 7._.5_ 1- - _ . _ _ _ .. I _- __ ._ __... ........ ..._...... 04 8 12 16 20 24 28 32 36 40 FLOW (GPM) Static = 66.6 psi, Residual = 20.0 psi @ 1500 gpm (1 sprinkler flowing) (2 sprinklers flowing) A = Available Water Supply C = Available Water Supply 66.6 psi @ 18.0 gpm 66.6 psi @ 32.3 gpm B = Required Water Supply D = Required Water Supply 32.4 psi @ 18.0 gpm 53.1 psi @ 32.3 gpm DATE:'1'1f0'2011 Z:\5335 YOUNG RESIDENCE\FIRE SPRINKLER\Calcs\2ND BED 3.rdfPage 8 Sladden Engineering 45090 Golf Center Parkway, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 5:.3-1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-886= 800 E. Florida Avenue, Hemet, CA 92543 (951) 766-8777 Fax (951) 766-8778 OFFt,�c 11.112 October 17, 2011 CITY OF LA QU I IUTA froject No. 544-11180 BUILDING & SAFETY DEPT. 11-10-245 Sedona Homes 40101 Monterey Avenue, Suite B Rancho Mirage, California 92270 Project: Proposed Custom Re, 52-450 Via Dona The Hideaway La Quinta, California Subject: Geotechnical Update APPROVED FOR CONSTRUCTION IVE13 )ATE %-In _BJ'Q�� JAN 0 3 2012 BY: Ref: Geotechnical Engineering Report prepared by Earth Systems Southw--st (ESS) dated April 11, 2001; File No. 08199-01, Report No. 04-04-718. Report of Testing and Observation During Rough Grading prepared by ESS dated August 28, 2002; File No. 07117-11, Report No. 01-07-718 Report of Testing and Observation During Rough Grading prepared by Sladden Engineering dated October 12,2003; Project No. 544-2199 Report No. 0310-647 As requested, we have reviewed the above referenced geotechnical reports as they relate to the design and construction of the proposed custom residence. The project site is located at 52-450 Via Dona within the Hideaway Golf Club development in the City of La Quinta, California. It is our understanding that the proposed residence will be a relatively lightweight wood -frame structure supported by conventional shallow spread footings and concrete slabs cn grade. The subject lot was previously graded during the rough grading of the Hideaway- project site and -was subsequently regraded. The rough grading included over -excavation of the native surface soil along with the placement of engineered fill soil to construct the building pads. The regrading included processing the surface soil along with minor cuts and fills to construct the individual building pads to the current configurations. Some additional over -excavation was performed in areas where the building envelopes were reconfigured. The most recent site grading is summarized in the referenced Report of Testing and Observations During Rough Grading prepared by Sladden Engineering along with the compaction test results. The referenced reports include recommendations pertaining to the construction of residential structure foundations. Based upon our review of the referenced reports, it is our opinion that the structural values included in the referenced grading report prepared by Sladden Engineering remain applicable for the design and construction of the proposed residential structure foundations. October 17, 2011 -2- Project -No. 544-11180 11-10-245 Because the lot has been previously rough graded, the remedial grading required at this time should be minimal provided that the building falls within the previously assLmed building envelope. The building area should be cleared of surface vegetation, scarified and moisture conditioned prior to precise grading. The exposed surface should be compacted to�a minimum of 90 percent relative compaction is attained prior to fill placement. Any fill matErial should be placed in thin lifts at near optimum moisture content and compacted to at lust 90 percent relative compaction. The allowable bearing pressures recommended in the referenced grading report prepared by Sladden Engineering remain applicable. Conventional shallow spread footings should be bottomed into properly compacted fill material a minimum of 12 inches below 1awest adjacent grade. Continuous footings should be at least 12 inches wide and isolated pad footings should be at least 2 feet wide. Continuous footings and isolated pad footings should be designed utilizing allowable bearing pressures of 1500 psf and 2000 psf, respectively. Allowable increases of 300 psf for each additional 1 foot of width and 300 psf for each additional 6 inches of depth may be utilized if desired. The maximum allowable bearing pressure should be 8000 psf. The recommended allowable bearing pressures may be increased by one-third for wind and seismic loading. Lateral forces may be resisted by friction along the base of the foundations and passive resistance along the sides of the footings. A friction coefficient of 0.50 times the normal dead load forces is recommended for use in design. Passive resistance may be estimated using an equivalent fluid weight of 300 pcf. If used in combination with the passive resistance, the frictional resistance should be reduced by one third to 0.33 times the normal dead load forces. The bearing soil is non -expansive and falls within the "very low' expansion category in accordance with 2007 California Building Code (CBC) classification criteria. Slate thickness and reinforcement should be determined by the structural engineer, we recommend a minimum floor slab thickness of 4.0 inches. All slab reinforcement should be supported on concrete chairs to ensure that reinforcement is placed at slab mid -height. Slabs with moisture sensitive surfaces should be underlain with a moisture vapor retarder consisting of a polyvinyl chloride membrane such as 10 -mil Visqueen, or equ-valent. All laps within the membrane should be sealed and at least 2 inches of clean sand should be placed over the membrane to promote uniform curing of the concrete. To reduce the potential for punctures, the membrane should be placed on a pad surface that has been graded smooth w--thout any sharp protrusions. If a smooth surface can not be achieved by grading, consideration should be given to placing a 1 -inch thick leveling course of sand across the pad surface prior to placement of the membrane. Based on our field observations and understanding of local geologic condition--, the soil profile type judged applicable to this site is So, generally described as stiff soil. The fo-lowing presents additional coefficients and factors relevant to seismic mitigation for new construction based upon the 2010 California Building Code (CBC). Slad.Yen Engineering October 17, 2011 -3- Project No. 54411180 11-10-245 The seismic design category for a structure may be determined in accordance with Section 1613 of the 2010 CBC or ASCE7. According to the 2010 CBC, Site Class D may be used to estimate design seismic loading for the proposed structures. The period of the structures should be less than 1h second. This assumption should be verified by the project structural engineer. The 2010 CBC Seismic Design Parameters are summarized on the following page. Occupancy Category (Table 1604.5): H Site Class (Table 1613.5.2): D Ss (Figure 1613.5.1):1.508 SI (Figure 1613.5.1): 0.60g Fa (Table 1613.5.3(1)):1.0 Fv (Table 1613.5.3(2)):1.5 Sins (Equation 16-36 (Fa X Ssl): 1.508 Sml (Equation 16-37 {Fv X Si)): 0.90g SDS (Equation 16-38 (2/3 X Sms)):1.00g SM (Equation 16-39(2/3 X Smi)): 0.608 Seismic Design Category: D In addition, we have sampled the surface soil on the subject lot to determine the soluble sulfate content as it relates to selecting appropriate concrete mix designs. Testing indicates that the site soil is generally considered potentially corrosive with respect to concrete. The testing indicated soluble sulfate content of 950 ppm (0.095 percent) that corresponds with the "negligible" exposure category in accordance with ACI 318-08, Chapter 4 — Durability Requirements, Table 3. In accordance with Table 3, special sulfate related concrete mix designs should not be required. If you have questions regarding this letter or the referenced reports, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEEF Brett L. Ander? m;, /v � o Principal Engineer EXP. 9 2012 4 SER/gl Copies: 4/Sedona Homes Sladaen Engineering 14288 Danielson St. 2350 So. Jones Suite 200Suite 101 Poway, CA 92064 Las Vegas, NV 89146 HOROWITZ t (858) 679-8989 t (702) 505-8225 TAYLOR f (858) 679-8959 f (702) 215-5801 HTKKUSHKAKI M.E M O R A N D U M DATE: December 20, 2011 TO: Andy Suzuki PROJECT: Young Residence PROJECT No.: 11-173 S T R U C T U R A L E N G I N E E R S 1�C�j,�ED JAN 0 3 2012 We have reviewed the truss layout and calculation package provided by Spates Fabricators dated 12/14/2011 for conformance to the construction documents created by HTK Structural Engineers. The gravity loads, lateral drags and truss profiles are all in conformance with the plans. The layouts have been stamped with our shop drawing stamp as well. From: Ben Seibel Copies to: File Page 1 (W Sladden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 45090 Golf Center Pkwy, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Date: October 12, 2011 Account No.: 544-11180 Customer: Sedona Homes Location: The Hideaway, 52-450 Via Donna, La Quinta Sulfate Series 52-450 Via Donna Analytical Report Soluble Sulfates per CA 417 PPM 950 Soluble Chloride per CA 422 . ppm 300 Sulfate 54411180 101211.doc STRUCTURAL CALCULATIONS � HOROWIT PROJECT: YCLlg- (O �'� — TAYLOR HTKKUSHKAKI_ S T R U C T U R A L E N G I N E E R S DESIGN ASSUMPTIONS: CONCRETE STRENGTH AT TWENTY EIGHT DAYS: MASONRY: GRADE "N" CONCRETE BLOCK F' M = MORTAR: TYPE S 1,800 PSI GROUT: 2000 PSI REINFORCING STEEL: A-615 GRADE 40: GRADE 60: STRUCTURAL STEEL: A-36 LUMBER: DOUGLAS FIR -LARCH PSI PSI #4 AND LESS (U.O.N.) #5 AND LARGER JOISTS #2 BEAMS AND POSTS #2 STUDS STUD OR BE17ER RECEIVEID FEB 0 2 2012 SEISMIC FORCE: c ' ' «_ DEPORT BY: J WIND FORCE: '�g C~.-. REPORT NO.: !,?r4" 1 �t SOIL PRESSURE: C-A_f"- DESIGN LOADS: ROOF DEAD LOAD FLOOR DEAD LOAD SLOPING FLAT INT. ROOFING FLOORING PLYWOOD PLYWOOD JOISTS JOISTS INSUL. & CLG. INSUL. & CLG. MISC. MISC. TOTAL = C= TOTAL = t 4. ROOF LIVE LOAD FLOOR LIVE LOAD SL.CPING INTERIOR FLAT = BALCONY EXIT WALKWAY EXT. WAL_ DEAD LOAD INTERIOR 10 PSF EXTERIOR 16 PSF CITY OF LA QUINTA BUI*_DING & SAFETY DEPT. APPROVED FOR CONSTRUCTION 40 PSF 60 PSF (U.O.�jATE 6'I� ews' BY, 100 PSF These calculations are limited only to the items included herein, selected by the client and do not impar approvai of any other portion of the structure by this office. These calcuiati,ons are not valid if altered in any way, or not accompanied by a wet stamp and signature of the Engineer of Record. Job No. Designed By Date 14288 Danielson St. • Smite 200 • Poway, CA 02064.8819 • (858) 679-8989 • Fax (858) 679-8959 Structural Plan Check Responses PROJECT: PLAN CHECK #: HTK PROJECT #: DATE: Young Residence 11-1221 11-173 December 12, 2011 / �n HOROWITZ HTK*KUSHKAKI S T R U C T U R A L E N G I N E E R S 1. The soils report has been included in the resubmittal. 2. Pad footing calcs have been added to the back of the package. 3. The proprietary detail.sheets for iSB walls have been added to the back of the structural plans. 4. . See updated footings and details on Sheets S4 and S5. 5. Grade beam calcs for iSB walls and heavy holdowns have been added: to the back of the package. 6. Line 17 was not used. -The load from this line was dragged into another location. 7. See revised details at the fireplace locations. 8. See new detail 6/RD3 for end connection. 9. The beams have been updated with the extra load from the stucco soffit. '10. See beam calc on V-7. 11. Nailer attachment added to details. 12. . All steel beam connections have been added to the details. 13. The stair details on the architectural plans have been reviewed and all necessary sizes have been added. 14. See calcs on page L-10 for the lateral support of the fence. 15. Hip.beam connection details added, see 25/RD2 and calcs on page V-8. 16. Uplift calc added to page L-1. No uplift hangers are required. 17. Truss package is included in re -submittal. 18. 1 have reviewed and stamped the truss drawings. 19. Structural observation has been added to sheet SP1 as required. 14288 Danielson St. • Suite #200 • Poway, CA 92064 • (858) 679-8989 2350 S. Jones 0 Suite #101 0 Las Vegas, NV 89146 0 (702) 505-8225 20. See the following responses to marks on the plan: SP1 — iSB sheets added to set. S4 — footing sizes for iSB walls updated. S4 — pad footing calcs added and sizes updated on the plan. S5 — see responses for S4. S6 — requested details have been drawn/correctly cross referenced. S6 — strap added at pier calc. S6 — details and sizes added for outriggers. S6 — details for iSB wall connections added. S7 — see responses for S6. 14288 Danielson St. • Suite #200 • Poway, CA 92064 • (858) 679-8989 2350 S. Jones 0 Suite #101 0 Las Vegas, NV 89146 0 (702) 505-8225 d VPPa�-- oa,r ' M Z-3 ` X343 (�= Z�►� ur= �z(1t2��z _ AL3 IZz " 2aq,3 ('- ZgF.s c9i A. 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Pouf GV� / U 1 HOROR 14288 Danielson Street HTK TAYLOR KUSHKAKI Suite 200 ST R U C T U R A L ENGINEERS Poway, CA 92064 General Footing Description : 2' General Information Material Properties f'c : Concrete 28 day strength = ly : Rebar Yield = Ec : Concrete Elastic Modulus = Concrete Density = cp Values Flexure = Shear = Analysis Settings Min Steel % Bending Reinf. _ Min Allow % Temp Reinf. _ Min. Overturning Safety Factor = Min. Sliding Safety Factor = Add Fig Wt for Soil Pressure Use ftg wt for stability, moments & shears Include Pedestal Weight as DL Dimensions Width parallel to X -X Axis = Length parallel to Z -Z Axis = Footing Thicknes = Pedestal dimensions... px : parallel to X -X Axis = pz : parallel to Z -Z Axis = Height = Rebar Centerline to Edge of Concrete.. at Bottom of footing = Reinforcing Bars parallel to X -X Axis 2.50 ksi 40.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 0.00140 0.00140 1.0:1 1.0:1 No Yes No 2.0 ft 2.0 It 15.0 in in in in 3.0 in Number of Bars - 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars = 3.0 Reinforcing Bar Siz1 = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads Title: Dsgnr: Project Desc.: Project Notes File: INC. Calculations per ACI 31 8 -Of Soil Design Values Allowable Soil Bearing = Increase Bearing By Footing Weight = Soil Passive Resistance (for Sliding) _ Soil/Concrete Friction Coeff. _ Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of dept = when maximum length or width is greater# z Job # ngineedng Res\Enercalclyoung.ec6 •2011, Build:6.11.9.14, Ver.6.11.9.14 IBC 2009, CBC 2010, ASCE 7-05 1.50 ksf Yes 300.0 pcf 0.30 It ksf ft ksf It x.x a.cw,we�c -Z.Z SwUon LmWft 0 -X - D Lr L S W E H P: Column Load = 6.70 k OB: Overburden = ksf M-xx = k -ft M-zz = k -ft V -x = k V -z = k Title: Job # Dsgnr. �J Project Desc.: HOROWITZ HTKTAYLOR 14288 Danielson Street Project Notes KUSHKAKI Suite 200 STRUCTURAL ENGINE ERS Poway, CA 92064 General FOOtltl g File:\1Server011d1ENGINEERING FILESIBS1EngineeringReslEnercalc\pLing.ec6 ENERCALC, INC: 1983-2011, Build:6.11.9.14, Ver:6.11.9.14 KW-06001355Licensee: HTK STRUCTURAL ENGINEERS, Description : 2' DESIGN SUMMARY Design • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9963 Soil Bearing 1.675 ksf 1.681 ksf +D PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS Na Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.09874 Z Flexure (+X) 1.045 k -ft 10.588 k -ft +1.40D PASS 0.09874 Z Flexure (-X) 1.045 k -ft 10.588 k -ft +1.40D PASS 0.09874 X Flexure (+Z) 1.045 k -ft 10.588 k -ft +1.40D PASS 0.09874 X Flexure (Z) 1.045 k -ft 10.588 k -ft +1.40D PASS n/a 1 -way Shear (+X) 0.0 psi 75.0 psi Na PASS 0.0 1 -way Shear (A) 0.0 psi 0.0 psi Na PASS n/a 1 -way Shear (+Z) 0.0 psi 75.0 psi n/a PASS n/a 1 -way Shear (-Z) 0.0 psi 75.0 psi Na PASS Na 2 -way Punching 10.988 psi 75.0 psi +1.40D Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X -X. +D 1.681 n/a 0.0 1.675 1.675 Na Na 0.996 Z -Z. +D 1.681 0.0 n/a n/a n/a 1.675 1.675 .0.996 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot: As Req'd Gvrn. As Actual As Phi*Mn Status k -ft Side ? or Top ? irM inA2 inA2 k -ft X -X. +1.40D 1.045 +Z Bottom 0.25 Bendino 0.3 10.588 OK X -X. +1.40D 1.045 -Z Bottom 0.25 Bendino 0.3 10.588 OK Z -Z, +1.401 1.045 -X Bottom 0.25 Bendino 0.3 10.588 OK Z -Z, +1.401 1.045 +X Bottom 0.25 Bendino 0.3 10.588 OK One Way Shear Load Combination... Vu @ A Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 0 osi 0 osi 0 osi 0 osi 0 osi 75 osi 0 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.401) 10.988 osi 150gsi 0.07325 OK 1 1 HTKHOROWITZ TAYLOR 14288 Danielson Street KUSHKAKI Suite 200 STRUCTURAL ENGINEERS Poway, CA 92064 General Footing Description : 3' General Information Material Properties 4.0 f'c : Concrete 28 day strength = 2.50 ksi ty : Rebar Yield = 40.0 ksi Ec : Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf cp Values Flexure = 0.90 Shear = 0.750 Analysis Settings n/a Min Steel % Bending Reinf. = 0.00140 Min Allow % Temp Reinf. = 0.00140 Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Add Ftg Wt for Soil Pressure No Use ftg wt for stability, moments & shears : Yes Include Pedestal Weight as DL No Dimensions Width parallel to X -X Axis = 3.0 ft Length parallel to Z -Z Axis = 3.0 ft Footing Thicknes = 15.0 in Pedestal dimensions... px : parallel to X -X Axis = in pz : parallel to Z -Z Axis = in Height = in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X -X Axis Number of Bars - 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis ksf Number of Bars = 4.0 Reinforcing Bar Siz( _ # 4 Bandwidth Distribution Check (ACI 15.4.4.2) ksf Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads P: Column Load = OB: Overburden = M-xx = M-zz = V -x = V -z = Title: Job # Dsgnr: Project Desc.: Project Notes File:AServerOlUENGINEERING_FILES\BS\Engineedng Files\Enercalc\young.ec6 ENERCALC, INC. 1983-2011, Build:6.11.9.14, Ver.6.11.9.14 Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Soil Design Values Allowable Soil Bearing = 1.50 ksf Increase Bearing By Footing Weight = Yes Soil Passive Resistance (for Sliding) = 300.0 pcf Soil/Concrete Friction Coeff. = 0.30 Increases based on footing Depth Footing base depth below soil surface = ft Allowable pressure increase per foot of deptl= ksf when footing base is below = ft Increases based on footing plan dimension Allowable pressure increase per foot of dept = ksf when maximum length or width is greater3 ft D Lr L 15.10 W H k ksf k -ft k k Title : Job # Dsgnr. �JHOROWITZ Project Desc.: TAYLOR 14288 Danielson Street Project Notes HTKKUSHKAKI Suite 200 S T R U C T U R A I. E N G I N E E R S n_..._.. ^• -A^ General- FOOtlil File: UServer0l\d\ENGINEERING_FILES\3S\EngineedngReslEnercal6yot 9 ENERCALC, INC. 1983-2011, Build:6.11.9.14. Ved. Description: 3' DESIGN SUMMARY 0 Design• Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9981 Soil Bearing 1.678 ksf 1.681 ksf +D PASS Na Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overtuming PASS n/a Sliding - X -X 0.0 k 0.0 k No Sli ling PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sli Jing PASS n/a Uplift 0.0 k 0.0 k No Upift PASS 0.2498 Z Flexure (+X) 2.357 k -ft 9.433 k -ft +1.40D PASS 0.2498 Z Flexure (X) 2.357 k -ft 9.433 k -ft +1.40D PASS 0.2498 X Flexure (+Z) 2.357 k -ft 9.433 k -ft +1.40D PASS 0.2498 X Flexure (-Z) 2.357 k -ft 9.433 k -ft +1.40:0 PASS 0.1009 1 -way Shear (+X) 7.566 psi 75.0 psi +1.400 PASS 0.09312 1 -way Shear (X) 6.984 psi 75.0 psi +11.40) PASS 0.1009 1 -way Shear (+Z) 7.566 psi 75.0 psi +11.40). PASS 0.09312 1 -way Shear (Z) 6.984 psi 75.0 psi +1.40) PASS 0.1940 2 -way Punching 29.099 psi 150.0 psi +1.400 Detailed Results All units k Load Combination... Soil Bearing Mu Which Tension @ Bot. As Req'd Gvrn. As Rotation Axis & Phi'Mn Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X -X. +D 1.681 Na 0.0 1.678 1.678 n/a Na 0.998 Z -Z. +D ' 1.681 0.0 n/a n/a n/a 1.678 1.678 0.998 Overturning Stability _ 0.27 9.433 OK Rotation Axis & 2.357 -Z Bottom 0.25 Load Combination... Overturning Moment Resisting Moment S -ability Ratio Status Footing Has NO Overturning 2.357 -X Bottom 0.25 Sliding Stability 0.27 9.433 All units k Force Application Axis 2.357 +X Bottom 0.25 Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As ' Actual As Phi'Mn Status k -ft Side ? or Top ? inA2 inA2 inA2 k -ft X -X. +1.40D 2.357 +Z Bottom 0.25 Bendino 0.27 9.433 OK X -X. +1.40D 2.357 -Z Bottom 0.25 Bendino 0.227 9.433 OK Z -Z, +1.40D 2.357 -X Bottom 0.25 Bendina 0.27 9.433 OK Z -Z. +1.40D 2.357 +X Bottom 0.25 Bendino 0.27 9.433 OK One Way Shear - Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi'Vn Status +1.40D 6.984 osi 7.566:osi 6.984 psi 7.566 osi 7.566 Dsi 75 psi 0.1009. OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu / Phi'Vn Status +1.40D 29.099 osi 150osi 0.194 OK 1 1 HTKHOROWITZ TAYLOR 14288 Danielson Street KUSHKAKI Suite 200 STRUCTURAL ENGIN E E R S Poway, CA 92064 General Footing Description: T-6' Title : Job # Dsgnr: Project Desc.: Project Notes File: 1lServer011dNENGINEERING FILESBS1Enginee6ngFiles\Enercalclyoung.ec6 ENERCALC, INC.. 1983-2011. Build:6.11.9.14, Vec6.11.9.14 General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties Reinforcing Bar Size = # Soil Design Values Bars parallel to Z -Z Axis f'c : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = Yes Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 300.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = 0.00140 Allowable pressure increase per foot of deptl= ksf Min Allow % Temp Reinf. = 0.00140 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of dept= ksf Use ftg wt for stability, moments & shears : Yes when maximum length or width is greater# It Include Pedestal Weight as DL No _--_ _ __ .. Width parallel to X -X Axis = 3.50 It z Length parallel to Z -Z Axis = 3.50 It Footing Thicknes = 15.0 in } �:.: ,M:., --,I , Pedestal dimensions... px : parallel to X -X Axis = in pz : parallel to Z -Z Axis = in Height = in Rebar Centerline to Edge of Concrete.. at Bottom of footing = . 3.0 in Reiriforcing Bars parallel to X -X Axis Number of Bars = 5.0 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars = 5.0 Reinforcing Bar Sizr = # 4 . Bandwidth Distribution Check (ACI 15.4.4.2) , Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads P: Column Load OB: Overburden M-xx M-zz V -x V -z D Lr L S W E H 20.60 k ksf k -ft k -ft k k HTKHOROWITZ TAYLOR 14288 Danielson Street KUSHKAKI Suite 200 STRUCTURAL ENGIN EERS Poway. CA 92064 General Footing Description : 3'-6° Title : Job # Dsgnr. Project Desc.: Project Notes File: \1Server0l\d1ENGINEERING FILES\BS\Engineering Files\Enercalc\young.ec6 ENERCALC, INC. 1983-2011, Build:6.11.9.14, Ver.6.11.9.14 DESIGN SUMMARY - • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 1.0 Soil Bearing 1.682 ksf 1.681 ksf +D PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Siding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Siding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3186 Z Flexure (+X) 3.216 k -ft 10.094 k -ft +1.40D PASS 0.3186 Z Flexure (-X) 3.216 k -ft 10.094 k -ft +1.40D PASS 0.3186 X Flexure (+Z) 3.216 k -ft 10.094 k -ft +1.40D PASS 0.3186 X Flexure (-Z) 3.216 k -ft 10.094 k -ft +1.40D PASS 0.1452 1 -way Shear (+X) 10.892 psi 75.0 psi +1.40D PASS 0.1452 1 -way Shear (-X) 10.892 psi 75.0 psi +1.40D PASS 0.1452 1 -way Shear (+Z) 10.892 psi 75.0 psi +1.40D PASS 0.1452 1 -way Shear (-Z) 10.892 psi 75.0 psi +1.40D PASS 0.2745 2 -way Punching 41.171 psi 150.0 psi +1.40D Detailed Results All units k Load Combination... Soil Bearing Mu Which Tension @ Bot. As Req'd Gvrn. As Rotation Axis & Phi'Mn Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X -X. +D 1.681 Na 0.0 1.682 1.682 n/a n/a 1.000 Z -Z. +D - _ 1.681 0.0 n/a n/a n/a 1.682 1.682 1.000 Overturning Stability 0.29 10.094 OK Rotation Axis & 3.216 -Z Bottom 0.25 Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning 3.216 A Bottom 0.25 Sliding Stability 0.29 10.094 All units k Force Application Axis 3.216 +X Bottom 0.25 Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi'Mn Status k -ft Side ? or Top ? iM2 inA2 in^2 k -ft X -X. +1.40D 3.216 +Z Bottom 0.25 Bendino 0.29 10.094 OK X -X. +1.40D 3.216 -Z Bottom 0.25 Bendino 0.29 10.094 OK Z -Z. +1.40D 3.216 A Bottom 0.25 Bendino 0.29 10.094 OK Z -Z. +1.40D 3.216 +X Bottom 0.25 Bendino 0.29 10.094 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi'Vn Status +1.40D 10.892 Dsi 10.892 psi 10.892 psi 10.892 Dsi 10.892 Dsi 75 osi 0.1452 OK Punching Shear All units k Load Combination... Vu Phi`Vn Vu / Phi'Vn Status +1.40D 41.171 osi 150osi 0.2745 OK ,. 1 HOROWITZ HTKTAYLOR KUSHKAKI STRUCTURAL E NGINE ERS 14288 Danielson Street Suite 200 Poway, CA 92064 Title : Dsgnr. Project Desc.: Project Notes Job # Footing _ File:\\SeeOl\d\ENGINEERING—FILES\BS\EngineedngRes\Enercalc\young.ec6General I I Number of Bars = ENERCALC, INC. 1983.2011, Build:6.11.9.14, Ver.6.11.9.14 �.to Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Description : 4' -4 - # Bars required within zone n/a # Bars required on each side of zone General Information ADDlied Loads Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties Soil Design Values f'c : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yiefd = 40.0 ksi Increase Bearing By Footing Weight = Yes Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 300.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear Analysis Settings = 0.750 Increases based on footing Depth Min Steel % Bending Reinf. = 0.00140 Footing base depth below soil surface = Allowable pressure increase per foot of deptl= It ksf Min Allow % Temp Reinf. = 0.00140 when footing base is below = - ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of dept = ksf Use ftg wt for stability, moments & shears : Yes when maximum length or width is greater# ft Include Pedestal Weight as DL No Dimensions Width parallel to X -X Axis = 4.330 ft Length parallel to Z -Z Axis = 4.330 ft Footing Thicknes = 15.0 in Pedestal dimensions... px : parallel to X -X Axis = in pz : parallel to Z -Z Axis = in Height = in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X -X Axis Number of Bars = 6.0 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis I I Number of Bars = 6.0 Reinforcing Bar Sizr = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a ADDlied Loads D P: Column Load = 31.50 OB: Overburden = M-xx _ -- -- -- -- M-zz = V -z = Lr tt r z W H k ksf k -ft k -ft k k I I r a 4'-3- /16" ` W H k ksf k -ft k -ft k k HTKHOROWITZ TAYLOR 14288 Danielson Street KUSHKAKI Suite 200 STRUCTURAL ENGIN EERS n_..._.. n nnncA General Footing Description: 4' -4 - Title : Job # Dsgnr. „ Project Desc.: Project Notes e: \\Server0l\MENGINEERING FILES\BS\Engineedng Res\Enercalc\ycung.ec6 ENERCALC, INC.. 1983.2011, Build:6.11.9.14, Ver.6.11.9.14 DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9993 Soil Bearing 1.680 ksf 1.681 ksf +D PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS Na Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5019 Z Flexure (+X) 4.917 k -ft 9.796 k -ft +1.40D PASS 0.5019 Z Flexure (X) 4.917 k -ft 9.796 k -ft +1.40D PASS 0.5019 X Flexure (+Z) 4.917 k -ft 9.796 k -ft +1.40D PASS 0.5019 X Flexure (-Z) 4.917 k -ft 9.796 k -ft +1.40D PASS 0.2243 1 -way Shear (+X) 16.826 psi 75.0 psi +1.40D PASS 0.2243 1 -way Shear (-X) 16.826 psi 75.0 psi +1.40D PASS 0.2243 1 -way Shear (+Z) 16.826 psi 75.0 psi +1.40D PASS 0.2243 1 -way Shear (-Z) 16.826 psi 75.0 psi +1.40D PASS 0.4320 2 -way Punching 64.794 psi 150.0 psi +1.40D Detailed Results Soil Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X -X. +D 1.681 n/a 0.0 1.680 1.680 rJa n/a 0.999 Z -Z. +D _ .. 1.681 0.0 n/a n/a n/a 1.680 1.680 0.999 Overturning Stability Rotation Axis & _ _ Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Flexure Axis & Load Combination All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding _ _ Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi*Mn Status k -ft . Side ? or Top ? inA2 inA2 inA2 k -ft X -X. +1.40D 4.917 +Z Bottom 0.25 Bending 0.28 9.796 OK X -X. +1:40D 4.917 -Z Bottom 0.25 Bendino 0.28 9.796 OK Z -Z. +1.40D 4.917 A Bottom 0.25 Bendino 0.28 9.796 OK Z -Z. +1.40D 4.917 +X Bottom 0.25 Bending 0.28 9.796 OK One Way Shear Load Combination... Vu @ A Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 16.826 osi 16.826 osi 16.826 Dsi 16.826 osi 16.826 Dsi 75 psi 0.2243 OK Punching Shear All units k Load Combination... Vu Phi*Vn _ Vu / Phi*Vn Status +1.40D 64.794 Dsi 150Dsi 0.432 OK Q Grade Beam for Shear Wall iSB 12x11 Grade Beam Design Mu = 2684 ' - # Soil Pressure Mu = 3777 ' - # End Weight a = Input V = 3601# 63456 " - # wdl = 881 plf Sbp = 1500 psf Wall h= 11 ' Iw 27 " Footing WC = 145 pcf W = 2.25 ' h= 1' As min = le = 2.5 ' If 6' iSB 12x11 Grade Beam Design Mu = 2684 ' - # Soil Pressure Mu = 3777 ' - # End Weight a = 0.32 " Mr = M = 63456 " - # 9843 ' - # fy = I 60000 psi NO OVERTURNING fc=l 2500 psi d= 9" b =. 27 " as = 0.12 in^2 Analysis As min = 0.81 In^2 200bd/fy As min = 0.61 in^2 34f bd/fy As min = 0.44 in^2 Shrinkage As ROD = 0.16 in^2 Grade Beam Mot = 4320 ' - # Mr = 5523 ' - # Mnet = 9843 ' - # Pnet = 2046 # NO OVERTURNING e' = 4.81 ' 1= 1.19' L/6 = 1 ' Kern = 4 ' OUTSIDE MIDDLE THIRD TRIANGULAR qmax = 510 psf qmin = 0 psf SOIL PRESSURE OK USE: 2.3' x 1.0' w/ 2.5' End Length w/ 1 44 Top and Bottom #3 Ties @ 6" Grade Beam for Shear Wall iSB 18x10 Grade Beam Design Mu = 10987 ' - # Soil Pressure Mu = . 14484 ' - # End Weight a = Input V = 1525 # wdl = 297 plf Sbp = I 1500 psf Wall h= 10' Iw = 1.51' Footing we = 145 pcf W = 3.42 ' h = 1.42 ' le = 3 ' If = iSB 18x10 Grade Beam Design Mu = 10987 ' - # Soil Pressure Mu = . 14484 ' - # End Weight a = 0.32 " Mr= m = 243329 " - # 36679 ' - # fy = 1 600001 psi NO OVERTURNING fc = 1 2500 psi d= 14" b= 41 " as = 0.29 in12 Analysis As min = 1.91 in^2 200bd/fy As min = 1.44 in^2 34fc bd/fy As min = 1.03 in^2 Shrinkage As RQD = 0.39 in^2 Mot= 17410'-# Mr= 19269'-# Mnet = 36679 ' - # Pnet = 5709 # NO OVERTURNING e' = 6.42 ' I = 1.08 ' L/6 = 1.25 ' Kern = 51 OUTSIDE MIDDLE THIRD TRIANGULAR gmax = 1036 psf qmin = 0 psf SOIL PRESSURE OK Grade Beam USE: 3.4' x 1.4' w/ 3.0' End Length w/ 2 44 Top and Bottom #3 Ties @ 9" 0 u• 9 Grade Beam for Shear Wall iSB 2410 Grade Beam Design Mu = 15972 ' - # Soil Pressure Mu = 21503'-# End Weight a= Input V = 1 22801# 361245 " - # wdl = 325 plf Sbp = 1 15001 psf Wall h= 10' Iw = 2' Footing WC = 145 pcf W= 3.83 ' h = 1.50 ' le= 3' As ROD = If= 8' iSB 2410 Grade Beam Design Mu = 15972 ' - # Soil Pressure Mu = 21503'-# End Weight a= 0.32 " Mr = m = 361245 " - # 52572 ' - # fy = 1 600001 psi NO OVERTURNING f = 1 25001 psi d= 15" b= 46" as = 0.41 in^2 Analysis As mi. = 2.30 in^2 200bd/fy As min = 1.73 in^2 34f bd/fy As min = 1.24 in^2 Shrinkage As ROD = 0.54 in^2 Mot = 26220 ' - # Mr = 26352 ' - # Mnet = 52572 ' - # Pnet = 7320 # NO OVERTURNING e'= 7.18' I = 0.82 ' L/6 = 1.333333 ' Kern = 5.333333 ' OUTSIDE MIDDLE THIRD TRIANGULAR qmax = 1556 psf qmin = 0 psf SOIL PRESSURE OK Grade Beam USE: 3.8' x 1.5' w/ 3.0' End Length w/ 3 -#4 Top and Bottom #3 Ties @ 9" Grade Beam for Shear Wall Input V = 2669 # dl = 300 p by = 1500 p w 0.30 " If S EWall sf fy = 60000 psi h= 10' 2500 psi Iw = 2' 15" Footing we = 145 pcf w = 3.83 ' h= 200bd/fy As min = le = 3.5 ' If 9' As Rap = iSB 24x10 Grade Beam Design Mu = 18940 ' - # Soil Pressure Mu = 25605 ' - # End Weight a = 0.30 " Mr= m = 430168 " - # 63511 ' - # fy = 60000 psi NO OVERTURNING fc = 2500 psi d= 15" b = 46 " as = 0.48 in^2 Analysis As min = 2.30 in^2 200bd/fy As min = 1.73 In^2 34f bd/fy As min = 1.24 in^2 Shrinkage As Rap = 0.64 in^2 Mot = 30691 ' - # Mr= 32820 ' - # Mnet = 63511 ' - # Pnet = 8104 # NO OVERTURNING e' = 7.84 ' 1= 1.16' L/6 = 1.5 ' Kern = 61 OUTSIDE MIDDLE THIRD TRIANGULAR qmax = 1212 psf qmin = 0 psf SOIL PRESSURE OK Grade Beam USE: 3.8' x 1.5' w/ 3.5' End Length w/ 3 -#5 Top and Bottom #3 Ties @ 9" Grade Beam for Shear Wall iSB 24x12 Grade Beam Design Mu = 19404 ' - # Soil Pressure Mu = 27667 ' - # End Weight a = Input V— 2322 # wdl = 88 plf Sbp = 1500 psf Wall h= 12' Iw= 2' Footing WC = 145 pcf W = 3.83 ' h= 1.50' 34fc bd/fy le = 3.75 ' If = 9.5 ' iSB 24x12 Grade Beam Design Mu = 19404 ' - # Soil Pressure Mu = 27667 ' - # End Weight a = 0.32 " Mr= m = 464803 " - # 65960 ' - # fy = 1 600001 psi NO OVERTURNING fc = 1 2500 psi d= 15" b= 46" as = 0.52 in^2 Analysis As min = 2.30 in^2 200bd/fy As min = 1.73 in^2 34fc bd/fy As min = 1.24 in^2 Shrinkage As RQD = 0.69 in^2 Grade Beam Mot = 31347 ' - # Mr= 34613'-# Mnet = 65960 ' - # Pnet = 8097 # NO OVERTURNING e' = 8.15 ' I = 1.35 ' U6 = 1.583333 ' Kern = 6.333333 ' OUTSIDE MIDDLE THIRD TRIANGULAR qmax = 1040 psf qmin = 0 psf SOIL PRESSURE OK USE: 3.8' x 1.5' w/ 3.8' End Length w/ 3 -#5 Top and Bottom #3 Ties @ 9" Grade Beam for Shear Wall Line 11 Grade Beam Design Mu = 26626 ' - # Soil Pressure Mu = 97158 ' - # End Weight a = Input V = -9-2-8-91 # wdl = 184 plf Sbp = 1500 psf Wall h= 14' Iw= 16' Footin we = 145 pcf w= 2' 200bd/fy h = - 1.25 ' le = 5' Shrinkage If = 26 ' Line 11 Grade Beam Design Mu = 26626 ' - # Soil Pressure Mu = 97158 ' - # End Weight a = 0.76 " Mr= m = 447309 " - # 286375 ' - # fy = I '. 600001 psi NO OVERTURNING f = 1., 2500 psi d= 12" b = 24 " as = 0.64 in^2 Analysis As min = 0.96 in^2 200bd/fy As min = 0.72 in^2 34f bd/fy As min = 0.52 in^2 Shrinkage As RQQ = 0.85 in^2 Grade Beam Mot = 141657 ' - # Mr= 144717'-# Mnet = 286375 ' - # Pnet = 12369 # NO OVERTURNING e' = 23.15 ' I = 2.85 ' L/6 = 4.333333 ' Kern = 17.33333 ' OUTSIDE MIDDLE THIRD I TRIANGULAR qmax = 1448 psf groin = 0 psf SOIL PRESSURE OK USE: 2.0' x 1.3' w/ 5.0' End Length w/ 3 -#5 Top and Bottom #3 Ties @ 8" Grade Beam for Shear Wall Line W Grade Beam Design Mu = 19753 ' - # Soil Pressure Mu = 29314 ' - # End Weight a = Input V = 24351# 492483 " - # wdl = 304 plf Sbp = 1500 psf Wall h = 13.5 ' Iw = 3.5 ' 0.40 in^2 Footing we = 145 pcf w= 2' 34f bd/fy h= 2' Shrinkage Ie= 4' If= Line W Grade Beam Design Mu = 19753 ' - # Soil Pressure Mu = 29314 ' - # End Weight a = 0.47 " Mr = m = 492483 " - # 77758 ' - # fy =- 60000 psi NO OVERTURNING fc = 2500 psi d= 21 " b= 24" as = 0.40 in^2 Analysis As min = 1.68 in^2 200bd/fy As min = 1.26 in^2 34f bd/fy As min = 0.91 in^2 Shrinkage As RQo = 0.53 in^2 Mot = 37735 ' - # Mr = 40023 ' - # Mnet = 77758 ' - # Pnet = 7734 # NO OVERTURNING e' = 10.05 ' I = 1.45 ' L/6 = 1.916667 ' Kern = 7.666667 ' OUTSIDE MIDDLE THIRD TRIANGULAR qmax = 1783 psf qmin = 0 psf SOIL PRESSURE OK Grade Beam USE: 2.0' x 2.0' w/ 4.0' End Length w/ 2 -#5 Top and Bottom #3 Ties @ 12" YOUNG RESIDENCE SUBMITTAL SET 01/26/2012 PATES FABRICATORS --- eow - 11-itu CITY OF LA QUINTA BUILDING & SAFETY DEPT APPROVED FOR CONSTRUCTION -DATE-.Ili itutisy-W WETSIGNED -1-Vr4 FEB 0 2 2512 .,toe a a 4 O• o a a 0 a a A85 JACKS . o a 4 0O) A2 JACKS 4 0 JACKS dlll 01111101* . F 0 Q � f'-" W 0 9'-41/2' Z O _z 0 v lw ® rr cc m a a a J U) LL 06 � U) Z - a O Z CL O a Ir O 9 Um LL Q a 0 A35 JACKS 7 -Id PATES FABRICATORS All trusses to be cambered I E 1/2 t1me5 dead load deflection to ensure final deflection does not exceed 1/2" Job Name: Young Residence Address: De5lgner: Manuel Cecena Project Manager: Marilyn Clardle Job #: M- 1276 I Plan / Elevation: I -A 0 9'-41/2' O 0 a a a - a a o o m a 9 9 a A7e PI a' a o A77 (3) city Manger Ca—d -> Gwle QA76 (2) o I THGOM4.SD56 Al ->A13 X I MU528 AIO->AI I ML1528 AI I -> AI I MU528 Al2->AI UI LU524-2 A 18 -> A4 I HHU526-2 A2 -> A18 Cn I MMU528-2 A2 -> AI n I W52G A3- >A1 6 I MU526 A3 -> A18 5'40 1/2' I MU526 A31 -> A78 O I MU526 2 MU526 A32 -> A78 A33 -> A78 a a I MU526 A3-> A78 to7 7 A BG MGU528-3 A47-> Al ww I MU528 AS -> Al 17 ML526 A59 -> A73 u•os I MU528 AG •> Al MU526 A60-> A73 I HU52G A61 -> A73 7-8, I MU526 I W526 AG2 -> A73 AG3->LEDGPR 10.0 16 W526 A64 ->A 16. LEDGER MU528 A7.> Al I MU526 A74-> A75 I UJ528-2 A75 -> A36 I HHU528-2 A78-> A36 I MU526 A8 -> Al eviewed ❑ Reviewed as Corrected s W526 1 W526 AA9 -> A% A9 Al l ❑ Revise and Resubmit 1 1 W524 A41 JACKS Pxkayc ejected 2 W526 A 1 JACKS Package Specified Item rThIS 1 W52G A2 JACKS Package ubmit 10 W526 A30 JACKS Package review Is only for general conformance 3 W526 A36 JACKS Package • U52 51MP5ON SCREWS ONLY the design concept of the project and AND MAYJMUM NAILING VALUE with compliance with the information given T taLl28 3 general in the Contract Documents. Corrections or - MMU526-2 - 1 on the shop drawings during 2 comments made this review do not relieve contractor from MU5268-2 4 W524 - 11 with the requirements of the plans W524-2 - 1 compliance specifications. Review of a specific Item W52G- 0 and include review of an assembly of MU526 = 26 shall not the item is a component. Contractor is MU528 - 6 which to be confirmed TA26 - - 1 responsible for: dimensions and correlated at the jobsite; information that I TWMJA26 - I pertains solely to the fabrication processes or to the means, methods, techniques, sequences and procedures of construction; coordination of the work of all trades; and for performing all work in a safe and satisfactory manner. HTK STRUCTURAL ENGINEERS D.W. k 12,771ey: PATES FABRICATORS All trusses to be cambered I E 1/2 t1me5 dead load deflection to ensure final deflection does not exceed 1/2" Job Name: Young Residence Address: De5lgner: Manuel Cecena Project Manager: Marilyn Clardle Job #: M- 1276 I Plan / Elevation: I -A "VIII ThA �iABRIgn TORS ff�lnpul�ut LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR; 2x6 OF SS T1, T3 BC: 2x8 SP M-23 WEBS: 2x4 OF #15BTR; 2x6 OF SS A TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. NOTE: 2x4 BRACING AT 16'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED •' For hanger specs. - See approved plans Connector plate prefix designators: C,CN,Clo,CN18 (or no prefix) = CompuTrus, Inc U,M20HS,MIBHS,Ml6 = MiTek MT series (4 ) complete trusses required. Jointogether 4 ply with SDS 1/4 x 6' long wood screws staggered at: 24' ac in 2 row(s) throughout 2x6 top chords, 24' oc in 1 row(s) throughout 2x4 top chords, 7' oc in 2 row(s) throughout 2x8 bottom chords 12' oc throughout webs. N CO O N O N N 26.08.00 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2= 2. 3= LOADING A 3- 4= TC UNIF LL( 26.7)+DL( 30.7)= 57.3 PLF 01- 0.0' TO 8'- 0.0' V 4- 5= TC UNIF LL( 93.3)+DL( 107.3)= 200.7 PLF 8'- 0.0' TO 18'- 8.0' V 5- 6= TC UNIF LL( 26.7)+DL( 30.7)= 57.3 PLF 18'- 8.0' TO 26'- 8.0' V 6. 7= BC UNIF LL( 0.0)+DL( 32.7)= 32.7 PLF 0'- 0.0' TO 26'- 8.0' V 7. 8= ADDL: BC UNIF LL( 431.9)+DL( 647.8)= 1079.7 PLF 01- 0.0' TO 5'- 3.9' V 8. 9= ADDL: BC UNIF LL( 375.6)+DL( 563.4)= 939,0 PLF 61- 4.9' TO 14'- 4.9' V 9-10= DES. BY: EE 10.11= TC CONC LL( 391.1)+DL( 449.8)= 840.9 LBS @ 81- 0.0' 11-12= TC CONC LL( 391.1)+DL( 449.8)= 840.9 LBS @ 181- 8.0' 12.13= ADDL: BC CONC LL+DL= 1027.0 LBS @ 6'- 3.9' 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor.SEQ. ADDL: BC CONC LL+DL= 3650.0 LBS @ 14'- 6.4' fasteners are complete and at no time should any loads greater than ADDL: BC CONC LL+DL= 1117.0 LBS @ 16'- 7.3' TRANS I D : 327688 ADDL: BC CONC LL+DL= 3428.0 LBS @ 18'- 6.5' and are for'dry ondition' of use. 6. Design assumes full bearing at all suppo is shown. Shim or wedge if LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5. CompuTrus has no control over and assumes no responsibility for the necessary. REQUIREMENTS OF CBC 2010 NOT BEING MET. fabrication, handling, shipment and installation of components. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 8. Plates shall be located on both faces of truss, and placed so their center 6-00 1-11-11 3-01-06 2-10-10 0-10-08 2-05-01 12 840.90# 3.00 C�- MHS -8x18 M -5x6 M -2x4 MHS -8x18 M -8x10 4- 14 " 15 < 11M-1000 M -2x4 ** HANGER TO APPLY CONC. LOADS AS GIVEN LOAD(S) TO ALL MEMBERS. 0-01-13 10-08-10 2-06-01 2-08-13 2-01-12 1-10-04 3-02-09 J-840.90# M -6x16 M -5x7 M -4x5 * *� 1027# M -3x5 M -3x4 M-300 M -3x8 M -2x4 MHS -10x20 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 -4) 20 14.15=(0) 23676 1-14=( -264) 0 7-21=(-6256) 0 -41660) 0 15.16=(0) 23676 14- 2=(-27660) 0 21. 8=( 0) 5872 -41676) 0 16-17=(0) 42984 15. 2=( 0) 3808 8-22=(-8712) 0 -43004) 0 17-18=(0) 50508 2.16=( 0) 20608 22. 9=( -424) 0 -51364) 0 18-19=(0) 55328 3-16=( -6608) 0 22.10=( 0) 11128 -55768) 0 19.20=(0) 56100 16. 4=( -3624) 0 10.23=(-3400) 0 -51728) 0 20-21=(0) 56100 17. 4=( 0) 10180 23.11=( 0) 7936 -44744) 0 21-22=(0) 50836 17. 5=(-10456) 0 11.24=(-5228) 0 -44744) 0 22.23=(0) 39388 5-18=( 0) 5640 24-12=( 0) 4948 -39652) 0 23-24=(0) 32436 18. 6=( -5212) 0 -30724) 0 24.13=(0) 25964 6-19=( 0) 2960 -28024) 0 19. 7=( -2008) 0 20- 7=( 0) 4368 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 16524V -34/ 41H 5.50' 3.42 SP ( 805) 26'- 8.0' 0/ 11574V -34/ 41H 3.50' 2.40 SP ( 805) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.227' @ 121- 1.2' Allowed = 0.864' MAX DL CREEP DEFL = -1.045' @ 14'- 6.5' Allowed = 1.296' MAX TL CREEP DEFL = -1.272' @ 14'- 6.5' Allowed = 1.296' RECOMMENDED CAMBER (BASED ON DL DEFL)= 1.045' MAX HORIZ. LL DEFL = 0.039' @ 26'- 4.5' MAX HORIZ. TL DEFL = 0.158' @ 26'- 4.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6 Designchecked for a 300 lb concentrated top chord live la ad per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 7-11-11 2-00-06 2-08-13 12 a 3.00 M -4x6 M -2x10 M -4x5 0'25" M -3x5 = M -8x8 MHS -1004(S) **3650# **1117# **3428# M -2x4 M -5x14 N NO 113 0 L 3-01-06 3-00-06 1-02-04 2-03-01 2-06-01 2-05-05 1-10-04 2-01-12 1-06 2-08-13 3-10-11 I <FlL:10-00-12 26-08 JOB NAME: Young Residence - Al Scale: 0.2680 EXP. 3/31/13 :" /Z //Z///'< WARNINGS: GENERAL NOTES, unless e wise noted A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer. not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE stability bracing must be designed by designer of complete structure. th Cuand/o dB1wall(BC) th y gg DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such aspely plywood sheathin 3. 2x Impact bridging or lateral brew g required where shown + ry 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor.SEQ. : 5040867 fasteners are complete and at no time should any loads greater than S. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 327688 design loads be applied to any component. and are for'dry ondition' of use. 6. Design assumes full bearing at all suppo is shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WiCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center ices. IIIIII VIII III I III I 111111111111111111111 IIII IIII 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 L) -E 10. For basic connector Plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). EXP. 3/31/13 :" /Z //Z///'< VIII ThMignI a f(MC) rnput�ut SPATES LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 2x4 OF #1&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 0.00.00 2.00.00 " For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CNil (or no prefix) = CompuTrus, Inc M,U20HS,M18HS,Y16 = MiTek MT series 1-05-11 22.08.00 STUB HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0' TO 1' - TC UNIF LL( 100.0)+DL( 115.0)= 215.0 PLF 1'- 9.0' TO 14' - TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 14'- 8.0' TO 22' - BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0' TO 22' - TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 1'- 9.0' TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 141- 8.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc throughout 2x4 top chords, 9' oc throughout 2x4 bottom chords, 9' oc throughout webs. - 13-02-10 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L1240 MAX LL DEFL = -0.155' @ 14'- 8.0' Allowed = 0.733' MAX DL CREEP DEFL = -0.328' @ 14'- 8.0' Allowed = 1.100' MAX TL CREEP DEFL = -0.483' @ 14'- 8.0' Allowed = 1.100' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.328' MAX HORIZ. LL DEFL = 0.036' @ 22'- 2.5' MAX HORIZ. TL DEFL = 0.089' @ 22'- 2.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers 7-11-11 which is non -concurrent with other live loads. 1-05-11 4-02-10 4-11-01 4-00-14 4-08-04 1-04-03 1-11-05 12 802.70# 802.70# 12 11' If 3.00 E::-- a 3.00 M -4x6 =M -6"a AA_QvIn V O O C . O N N G 1-00-04 4-11-09 4-07-09 L <PL:10-00-12 JOB NAME: Young Residence - A2 M -4x10 AA_9vQ 22-08 4-09-05 M - Ox le(ZI) 7-03-04 Scale: 0.3072 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 GENERAL NOTES, unless erfort noted I. 2=(-1372) 0 9.10=(0) 180 9. 1=(-3468) 0 13- 5=( 0) 270 Truss: 2- 3=(-1434) 0 10.11=(0) 6254 1-10=( 0) 3494 13. 6=( 0) 2204 3. 4=(-6386) 0 11-12=(0) 8116 10. 2=( -914) 0 7- 8=(-5410) 0 9.0' V 4. 5=(-6896) 0 12.13=(0) 8116 10- 3=(-5310) 0 stability bracing must be designed by designer of complete structure. 8.0' V 5. 6=(-7068) 0 13. 8=(0) 4784 3.11=( 0) 974 3. Zx Impact bridging or lateral bracing required where shown ++ 8.0' V 6- 7=(-5198) 0 4. No load should be applied to any component until after all bracing and 11- 4=(-1904) 0 SEQ. : 5040868 8.0' V 7- 8=( -106) 0 5. Design assumes busses are to be used in a non -corrosive environment, 12- 4=( 0) 206 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 4.13=(-1342) 0 5. CompuTrus has no control over and assumes no responsibility for the necessary. BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 3428V -55/ 45H 2.50' 1.83 OF ( 625) 22'- 8.0' 0/ 2587V -55/ 45H 5.50' 1.38 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L1240 MAX LL DEFL = -0.155' @ 14'- 8.0' Allowed = 0.733' MAX DL CREEP DEFL = -0.328' @ 14'- 8.0' Allowed = 1.100' MAX TL CREEP DEFL = -0.483' @ 14'- 8.0' Allowed = 1.100' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.328' MAX HORIZ. LL DEFL = 0.036' @ 22'- 2.5' MAX HORIZ. TL DEFL = 0.089' @ 22'- 2.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers 7-11-11 which is non -concurrent with other live loads. 1-05-11 4-02-10 4-11-01 4-00-14 4-08-04 1-04-03 1-11-05 12 802.70# 802.70# 12 11' If 3.00 E::-- a 3.00 M -4x6 =M -6"a AA_QvIn V O O C . O N N G 1-00-04 4-11-09 4-07-09 L <PL:10-00-12 JOB NAME: Young Residence - A2 M -4x10 AA_9vQ 22-08 4-09-05 M - Ox le(ZI) 7-03-04 Scale: 0.3072 N 00O O EXP. 3/31/13 OF WARNINGS: GENERAL NOTES, unless erfort noted A2 1. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences, and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 3. All lateral force resisting elements such as temporary antl permanent 2' o.c, and at 10' o.c. respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywoll(BC). DATE • 12/12/2011 CompuTrus assumes no responsibility for such bracing. 3. Zx Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040868 fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a non -corrosive environment, TRANS I D : 327688 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage Is provided. 6. This design is furnished subject to the Grnitations set forth by 8. Plates shall be located on both laces of truss. and placed so their center TPINJTCA in SCSI, copies of which will be furnished upon request lines coincide with joint center ices. IIIIII I I I VIII VIII VIII III I VIII III III 9. Digits indicate size of plate to inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). N 00O O EXP. 3/31/13 OF VIII a r w ' Th�igned C�Wnput�ut SPATES FABRI ATORS (MC LUMBER SPECIFICATIONS TC: 2x4 OF g18BTR BC: 2x4 OF R18BTR WEBS: 2x4 OF N16BTR TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 1210C. LION. ------------------------------------- ------------------------------------- NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 0-00-00 2.06.00 " For hanger specs. - See approved plans Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,916 = MiTek MT series M-3 N O C O � N 3-05-11 3-05-11 12 3.00 C�- M -4x6 TRUSS SPAN 22'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-02-10 4-07-05 4-07-05 AA-ntr to M -5x6 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=(-1023) 0 8- 9=(-34) 68 8. 1=(-1109) 0 11- 5=( -160) 228 2- 3=( -989) 0 9.10=( 0) 2215 1- 9=( O) 1211 6. 7=(-2487) 0 3- 4=(-2247) 0 10.11=( 0) 2215 9. 2=( -139) 6 4- 5=(-2349) 0 11. 7=( 0) 2213 9- 3=(-1369) 0 5. 6=(-2362) 0 10. 3=( 0) 138 6. 7=( 0) 54 3-11=( -132) 199 4-11=( 0) 181 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1117V -69/ 55H 2.50' 1.19 OF ( 625) 22'- 8.0' 0/ 1149V -69/ 55H 5.50' 1.23 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.100' @ 12'- 8.0' Allowed = 0.733' MAX DL CREEP DEFL = -0.217' @ 12'- 8.0' Allowed = 1.100' MAX TL CREEP DEFL = -0.316' @ 12'- 8.0' Allowed = 1.100' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.217' MAX HORIZ. LL DEFL = 0.022' @ 22'- 2.5' MAX HORIZ. TL DEFL = 0.055' @ 22'- 2.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 9-11-11 5-06-06 2-00-03 2-05-02 12 a 3.00 5_111- 12 9-03-04 ( I <PL:10-00-12 22-08 JOB NAME: Young Residence - A3 Scale: 0,3066 N j O 0 R. EXP. 3/31/13 ?-/Z//Z///'< WARNINGS: GENERAL NOTES, unless otherwise noted: I. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss :A3 and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must installed where shown +- truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY • EE c 7. All lateral torte resisting elements such as temporary and permanent 2' o.c. and at 10' o.c, respectively unless braced throughout their length by DATE: 12/12/2011 stability bracing must be designed by designer of complete sbucNre. CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywallgBC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No to should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040869 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses ere to be used in a non -corrosive environment, -dry TRANS I D : 327688 design bads be applied to any component. for the and are for condition- of use. 6. Design assumes full bearing at a8 supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIAMfCA in SCSI, copies of which will be furnished upon request coincide Dies cowith joint canter ices. inc INIII 9. Digits size of plate in Inches. III I VIII III I VIII VIII 1111111111 CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). N j O 0 R. EXP. 3/31/13 ?-/Z//Z///'< =VIII M M S M M = = = = ' _ = = ThMign OWed fM&rnPU1Wut t= LUMBER SPECIFICATIONS TC: 2x4 DF k18BTR; 2x6 OF SS T2, T3 BC: 2x6 OF SS; 2x8 SP M-23 B2 WEBS: 2x4 OF g18BTR TC LATERAL SUPPORT <= 12'GC. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE 2x4 BRACING AT 24'OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED For hanger specs. - See approved plans Connector pplate prefix designators: C,CN,CI8,CNI (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ( 3) complete trusses required. Join together 3 ply with 3'x.131 DIA GUN nails staggered at: 9' ac throughout 2x4 top chords, 7' oc throughout 2x6 top chords, 9' oc throughout 2x6 bottom chords, 9' oc throughout 2x8 bottom chords, 9' oc throughout webs. 1-05-1 1-05-1 1-0 15 12 3.00 0 M -4x6 =M -5x5 v 0 c 0 0 N N 4-07-14 M -3x10 TRUSS SPAN 39'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)*DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: TC UNIF LL+DL= 129.0 PLF 23'- 0.0' TO 31'- 3.5' V ADDL: BC UNIF LL+DL= 21.0 PLF 23'- 0.5' TO 39'- 0.0' V ADDL: TC CONC LL+DL= 803.0 LBS @ 31'- 3.5' ADDL: BC CONC LL+DL= 2905.0 LBS @ 23'- 0.5' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. " HANGER TO APPLY CONC. LOADS AS GIVEN LOAD(S) TO ALL MEMBERS. 29-06-10 17-05-05 5-07-13 5-06-01 5-06-01 11 **12 13 < M -2x4 M -3x10 M -4x12 1-00-04 5-04-13 5-04-05 <PL:10-00-12 JOB NAME: Young Residence - A4 12-01 SPATES FABRICATORS (MC) CBC2010/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( -1623) 0 11-12=(0) 204 11. 1=(-3780) 0 16. 6=( 0) 3072 2. 3=( -1665) 0 12-13=(0) 10023 1-12=( 0) 4080 6-17=(-4932) 0 3- 4=(-10431) 0 13.14=(0) 17877 12. 2=( -402) 0 17. 7=( 0) 2391 4. 5=(-24315) 0 14-15=(0) 17877 12- 3=(-8961) 0 7-18=(-8313) 0 5. 6=(-24282) 0 15.16=(0) 29031 3.13=( 0) 2790 8-18=( 0) 2070 6- 7=(-24498) 0 16-17=(0) 29052 13. 4=(-7929) 0 18- 9=( 0) 3918 7. 8=(-16527) 0 17-18=(0) 24144 14- 4=( 0) 135 8- 9=(-17070) 0 18-10=(0) 12972 4.15=( 0) 6804 9-10=(-13959) 0 5.15=( -438) 0 15- 6=(-5346) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 3650V -54/ 63H 3.50' 1.30 OF ( 625) 39'- 0.0' 0/ 5363V -54/ 63H 3.50' 1.91 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.231' @ 22'- 9.5' Allowed = 1.281' MAX DL CREEP DEFL = -1.544' @ 22'- 9.5' Allowed = 1.921' MAX TL CREEP OEFL = -1.719' @ 22'- 9.5' Allowed = 1.921' RECOMMENDED CAMBER (BASED ON DL DEFL)= 1.544' MAX HORIZ. LL DEFL = -0.035' @ 38'- 8.5' MAX HORIZ. TL DEFL = 0.180' @ 38'- 8.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed,Cat.2 Exp B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 8-00 4-09-06 3-05-07 4-06-04 3-05-07 803# 12 M 3.00 Scale: 0.211 M-5x6(S) M-402 M -2x4 M-302 M -3x10 M -4x16 4 s s M -2x4 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review M -5x7 B2H N j o 14 15 16 17 18 10 0 M -2x4 M -10x14 M-200 MHS -1004 M-402 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at * L�2905k 5-04-05 5-07-13 4-05-14 4-09-06 6-11-04 L CompuTrus assumes no responsibility for such bracing. 39-00 Scale: 0.211 EXP. 3/31/13 WARNINGS: GENERAL NOTES, unless otherwise noted: A4 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040870 fasteners are complete and at no time should any bads greater than 5. Design assumes busses are to be used in a noncorrosive environment, TRANS I D : 327688 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at a8 supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIIwrCA in BCSI, copies of which will be furnished upon request lines coincide with joint center tines. IIIIII II I II I VIII IIII VIII VIII IN I IIII 9. Digits indicate size of plate in Inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). EXP. 3/31/13 "11111M r LUMBER SPECIFICATIONS TC: 2x4 OF A18BTR; 2x6 OF SS T2, T3 BC: 2x6 OF SS WEBS: 2x4 OF g18BTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. UON. NOTE 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ------------------------------- • For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 2-08-11 2-08-11 f___ 12 3.00 1---- M-4x6 ;M-� - _M M _ ThMign NWed f�lnpui put 4-07-11 TRUSS SPAN 39'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 27-00-10 13-01-05 13-11 5-09-14 5- 1-10 5-11-10 M -3x12 M -3x8 M-5x6(S) M -3x8 SPATES FABRICATORS (MC) CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=(-1325) 0 10-11=(-30) 107 10. 1=(-1992) 0 5.15=( -737) 0 2. 3=(-1305) 0 11-12=( 0) 4970 1.11=( 0) 2075 15. 6=( 0) 397 3. 4=(-5092) 0 12-13=( 0) 7280 11- 2=( -158) 9 6.16=(-2298) 0 4- 5=(-7332) 0 13.14=( 0) 8121 11- 3=(-3950) 0 7-16=( 0) 762 5- 6=(-7462) 0 14.15=( 0) 8121 3-12=( 0) 962 16- 8=( 0) 603 6. 7=(-5285) 0 15.16=( 0) 7417 12- 4=(-2366) 0 7. 8=(-5493) 0 16. 9=( 0) 4835 4.13=( 0) 451 8. 9=(-5180) 0 13- 5=( -851) 0 14- 5=( 0) 188 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1943V -69/ 69H 2.50' 2.07 OF ( 625) 39'- 0.0' 0/ 1957V -69/ 69H 3.50' 2.09 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.424' @ 19'- 2.0' Allowed = 1.283' MAX DL CREEP DEFL = -0.954' @ 19'- 2.0' Allowed = 1.925' MAX TL CREEP DEFL = -1.378' @ 19'- 2.0' Allowed = 1.925' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.954' MAX HORIZ. LL DEFL = 0.076' @ 38'- 8.5' MAX HORIZ. TL DEFL = 0.189' @ 38'- 8.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed,Cat.2 Exp B, MWFRS, interior zone, load duration factor=l.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 9-02-11 9-03 4-07-11 4-10 4-04-11 12 a 3.00 M -3x8 M -5x12 M -5x14 MHS-7x16(S) 1-08-04 5-11-10 5-09-14 5-08-02 5-08-02 5-11-10 8-02-04 I L )<PL:10-00-12 39-00 JOB NAME: Young Residence - A5 Scale: 0.2116 6x8 N CDO O EXP. 3/31/13 ?"W/Z///'< WARNINGS: GENERAL NOTES, unless otherv4se noted: A5 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : and Warnings before construction commences, and approval is the responsibility of the building designer, not the 2. 20 compression web bracing must be installed where shown +, truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 3. All lateral force resisting elements such as temporary and permanent ly unless throughout fall stability bracing must be designed by designer of complete sbucNre, nd/or deir continuous sheathing such asVeplywood sheathing(TC) ).y � ) DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where hown + 4. No load should be applied to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. SEQ. : 5040871 fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used In a noncorrosive environment, TRANS I D : 327688 design bads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by S. Plates shall be located on both faces of truss, and placed so their center TPIMITCA in SCSI, copies of which will be furnished upon request. Dies coincide with joint center ices. III II VIII II I VIII III VIII VIII III IIII 9. Digits indicate size of plate In inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). 6x8 N CDO O EXP. 3/31/13 ?"W/Z///'< IIIIIMMMMMM==M=MM LUMBER SPECIFICATIONS TC: 2x4 OF If18BTR; 2 x 4 OF 210OF T4 BC: 2 x 4 OF #18BTR WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT - 1210C. UON. BC LATERAL SUPPORT <= 12'OC. UON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 0-00-00 3-06-00 +• For hanger specs. - See approved plans Connector pplate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 4-08-11 4-08-11 4-08-11 12 3.00 v M -5x6 M -5x 0 o o C3 M p N 10 G TRUSS SPAN 39'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-05-05 5-03-03 M -3x10 23-00-10 13-07 6-01-06 6-03-02 M-3x7(SGM-4x4 M -3x10 ThMign �ed f_ompu�put M SPATES FABRICATORS (MC) CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/CG=1.00 1- 2=(-2392) 0 10.11=(-25) 100 10. 1=(-1924) 0 5.15=(-1454) 0 2. 3=(-2301) 0 11.12=( 0) 4883 1.11=( 0) 2533 6.15=( 0) 624 3- 4=(-4953) 0 12.13=( 0) 6184 11- 2=( 0) 194 15- 7=( -30) 359 4. 5=(-6195) 0 13-14=( 0) 6248 11. 3=(-2879) 0 7-16=( 0) 152 5. 6=(-4938) 0 14-15=( 0) 6248 3.12=( 0) 710 8- 9=(-4935) 0 6. 7=(-5129) 0 15-16=( 0) 4635 12. 4=(-1380) 0 7. 8=(-4890) 0 16- 9=( 0) 4637 4.13=( -2) 220 8. 9=( -207) 40 13. 5=( -274) 196 14. 5=( 0) 200 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1943V -751 61H 3.50' 2.07 OF ( 625) 39'- 0.0' 0/ 1957V -75/ 61H 3.50' 2.09 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L1240 MAX LL DEFL = -0.432' @ 221- 4.4' Allowed = 1.281' MAX OL CREEP DEFL = -0.977' @ 22'- 4.4' Allowed = 1.921' MAX TL CREEP DEFL = -1.410' @ 22'- 4.4' Allowed = 1.921' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.977' MAX HORIZ. LL DEFL = 0.097' @ 38'- 8.5' MAX HORIZ. TL DEFL = 0.243' @ 38'- 8.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load perIBC 2009 due to maintenance workers which is non -concurrent with other live loads. 11-02-11 11-03 5-04-15 5-08-15 2-00-15 Ir 3-04-13 12 a 3.00 M -5x12 MHS-WiS(S) MHS-6xl6(S) y---- 4 - -- k 4-00-04 6-03-02 6-01-06 5-11-10 6-01-06 5-02-04 5-04 I L j<PL:10-00-12 39-00 JOB NAME: Young Residence - A6 Scale: 0.2169 N �o O EXP. 3/31/13 /2//2/// '< WARNINGS: GENERAL NOTES, unless otherwise noted: A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for theadesign parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY : EE stab liry bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by gC). DATE: 12/12/2011 CompuTrus assumes no responsibility for such bradng. continuous sheathing such as plywood sheathing(TC) and/or drywa 3. 2x Impact bridging or lateral bracing required where she wn++ 4No load should be applied to any component until after all bracing and .SEQ. 4. Installation of buss is the responsibility of the respective contractor. : 5040872 fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a noncorrosive environment, TRANS I D : 327688 design loads be applied to any component. and are for -dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if S. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIANTCA in SCSI, copies of which will be furnished upon request. Dies coincide with Joint center tines. VIII I II VIII III VIII III I III I IIII IIII 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1Q -E 10. oStedesigniTek)sseeESR-2529 (CompuTrus) and/orESR-1ER and N �o O EXP. 3/31/13 /2//2/// '< "11 1111= = M LUMBER SPECIFICATIONS TC: 2x4 OF #I&BTR; 2x4 DF 210OF T1 BC: 2x4 OF qt&BTR WEBS: 2x4 OF qt&BTR TC LATERAL SUPPORT - 12'OC. UON. BC LATERAL SUPPORT - 1210C. LION. NOTE 2x4 BRACING AT 12'OC LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ----------------------------- LETINS: 0.00.00 3-00-00 " For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series M-4) 0 o v 0 0 IT v 0 N 10 _ w M ThMign �ed f_olnpu>_put TRUSS SPAN 39'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. SPATES FABRICATORS (MC) CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=(-2939) 0 10-11=(-35) 99 10- 1=(-1909) 0 14. 6=( -362) 1 2. 3=(-2807) 0 11.12=( 0) 4835 1.11=( 0) 2892 6-15=( -291) 0 3. 4=(-4870) 0 12.13=( 0) 5495 11. 2=( 0) 253 15- 7=( 0) 534 4- 5=(-4691) 0 13.14=( 0) 5495 11- 3=(-2282) 0 8. 9=(-4618) 0 5- 6=(-4874) 0 14.15=( 0) 4931 3-12=( 0) 485 6. 7=(-4908) 0 15- 9=( 0) 4320 12. 4=( -703) 0 7- 8=(-4595) 0 13. 4=( 0) 227 8- 9=( -169) 0 4.14=( -901) 0 5-14=( 0) 645 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' Of 1943V -85/ 71H 3.50' 2.07 OF ( 625) 39'- 0.0' OI 1957V -85/ 71H 3.50' 2.09 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.340' @ 25'- 9.0' Allowed = 1.281' MAX DL CREEP DEFL = -0.766' @ 19'- 7.9' Allowed = 1.921' MAX TL CREEP DEFL = -1.106' @ 19'- 7.9' Allowed = 1.921' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.766' MAX HORIZ. LL DEFL = 0.084' @ 38'- 8.5' MAX HORIZ. TL DEFL = 0.210' @ 38'- 8.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 6-08-11 19-00-10 13-02-11 6-08-11 9-05-05 9-07 13-03 6-08-11 5-11-10 6.11-09 6-01-06 4-09-03 4-02-08 1-04 2-11 12 12 3.00 v a 3.00 M -4X8 M -3x8 M-3x8(S1 M -3x8 M -4X14 6-00-04 6-11-09 L � PL:10-00-12 JOB NAME: Young Residence - A7 MHS-5xl4(S) y y 6-08-01 6-09-13 6-02-01 39-00 Scale: 0.2173 6-04-03 N CD o 0 EXP. 3/31/13 WARNINGS: GENERAL NOTES, unless oche wise noted: A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for theadesign parameters shown. Review Truss:7 and Warnings before construction commences. and approval is the responsibility of the building designer. not the 2. 2x4 compression web bracing must be installed where shown truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DES. BY: EE stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(rC) andfordrywall(BC). DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + 4. No Wad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040873 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment. TRANS I D : 327688 design loads be applied to any component. and are for -dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shell be located on beth faces of truss, and placed so their center TPI WfCA in SCSI copies of which will be furnished upon request. lines coincide with joint center tines. III II I II III I III I II I III I IIII I II III 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) andlor ESR -1311, ESR -1988 (MiTek). 6-04-03 N CD o 0 EXP. 3/31/13 "111111" M M LUMBER SPECIFICATIONS TC: 2x4 DF HIBBTR BC: 2x4 OF #IBBTR WEBS: 2x4 OF N188TR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED '• For hanger specs. - See approved plans Connector pplate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,Y18HS,M16 = MiTek MT series c M-2) O O V O N M M M M ThoMign �ed fW&fnpul=put f TRUSS SPAN 33'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. SPATES FABRICATORS (MC) CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( -29) 76 9.10=(0) 1787 1. 9=( -174) 0 6.12--( o) 302 2. 3=(-2618) 0 10.11=(0) 3370 9. 2=(-2345) 0 12- 7=( 0) 707 3. 4=(-2508) 0 11.12=(0) 3451 2.10=( 0) 907 7-13=(-2634) 0 4- 5=(-3447) 0 12.13=(0) 2169 10. 3=( 0) 257 13- 8=( -186) 0 5- 6=(-2755) 0 10. 4=(-1059) 0 6. 7=(-2881) 0 4-11=( -17) 243 7- 8=( -27) 84 11. 5=( -114) 145 5-12=( -854) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1683V -92/ 92H 2.50' 1.80 OF ( 625) 33'- 8.0' 0/ 1683V -92/ 92H 3.50' 1.80 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.129' @ 161- 3.0' Allowed = 1.106' MAX DL CREEP DEFL = -0.289' @ 16'- 3.0' Allowed = 1.658' MAX TL CREEP DEFL = -0.418' @ 16'- 3.0' Allowed = 1.658' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.289' MAX HORIZ. LL DEFL = 0.046' @ 33'- 4.5' MAX HORIZ. TL DEFL = 0.113' @ 33'- 4.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 8-08-11 15-00-10 9-10-11 3-11-08 4-09-03 4-10 5-04-11 4-10 5-02-11 4-08 12 12 3.00 o a 3.00 M -4x8 M 7ya td 9xd M -4x8 hI, 0-03-08 7-08-12 <PL:10-00-12 JOB NAME: Young Residence - A8 M-5x7(S) I. 8-02-12 8-02-12 33-08 Scale: 0.2420 9=62'84 A -2x4 13 EXP. 3/31/13 WARNINGS: GENERAL NOTES, unless otherwise noted A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by drywall(BC). DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing frC) and/or 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040874 fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, TRANS I D : 327688 design loads be applied to any component. for and are far -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI WfCA In SCSI, copes of which will be furnished upon request lines coincide with joint center fines. 1 111111111111 11 1111111 111111111111111111 9.Digits indicate size of plate in inches. CompuTrus, Inc. Software7.6.3(1L)-E 10. For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). 9=62'84 A -2x4 13 EXP. 3/31/13 111"1111111M M =� M M== M M M M M LUMBER SPECIFICATIONS TC: 2x4 OF q1&BTR BC: 2x4 OF qt&BTR WEBS: 2x4 OF kt&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. UON. ------------------------------------- ------------------------------------- NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED •+ For hanger specs. - See approved plans Connector pplate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 4-06 12 3.00 r--- 9-09-11 5-03-11 M -4x6 TRUSS SPAN 33'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12-10-10 6-11-02 5-11-08 M -51Y110 M ThgWign fWed f0m.puawLit IM SPATES FABRICATORS (MC) CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -353) 380 8. 9=( -529) 987 1. 8=( -180) 6 5.11=( -439) 0 2- 3=( -956) 0 9-10=(-1694) 1544 8. 2=(-1618) 416 11. 6=(-1287) 642 3. 4=(-1370) 521 10.11=( -124) 0 2. 9=( -774) 770 6-12=(-1712) 1316 4. 5=( -421) 630 11-12=( -748) 1072 9- 3=( -264) 0 12. 7=( -191) 5 5- 6=( -897) 1126 9- 4=( -573) 1616 6- 7=( -406) 439 4-10=(-1131) 0 4-11=(-1540) 1463 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -36/ 1027V -12961 1818H 3.50' 1.10 OF ( 625) 16'- 9.0' 0/ 1226V -1695/ 1540H 205.00' 1.31 OF ( 625) 23'- 4.8' 0/ 942V -2606/ 2575H 205.00' 1.01 OF ( 625) 33'- 8.0' -440/ 978V -1451/ 1134H 205.00' 1.04 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.067' @ 9'- 10.0' Allowed = 0.543' MAX DL CREEP DEFL = -0.101' @ 9'- 10.0' Allowed = 0.815' MAX TL CREEP DEFL = -0.155' @ 9'- 10.0' Allowed = 0.815' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.101' MAX HORIZ. LL DEFL = 0.022' @ 0'- 3.5' MAX HORIZ. TL DEFL = -0.026' @ 0'- 3.5' ICOND. 2* 5000.00 LBS DRAG LOAD. Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2 Exp,B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 10-11-11 5-09-03 5-02-08 12 a 3.00 M -4x6 7:M-5X5(S) Continuous bearing M -3X6 9-01-04 7-07-09 6-07-15 10-03-04 1. L <PL:10-00-12 33-08 JOB NAME: Young Residence - A9 Scale: 0.2170 N O O N EXP. 3/31/13 . /2 //2 / // '< WARNINGS: GENERAL NOTES, unless otherwise noted A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 7. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY : E E stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or dryweg(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040875 fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, TRANS I D : 327688 design bads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all suppo is shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility for the necessary.labrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIMlrCA in BCSI, copes of which will be furnished upon request. Dies coincide with joint center tines. 11II I1 111 II 11 I1I II1I1 I11 III1 I111II1 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). N O O N EXP. 3/31/13 . /2 //2 / // '< IIIIII TtItWign $WeCATORS(MC1Mmputwput IM SPAT LUMBER SPECIFICATIONS TC: 2x4 OF k18BTR BC: 2x4 OF p18BTR WEBS: 2x4 OF p18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT - 1210C. LON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ----------------------------- For hanger specs. - See approved plans Unbalanced live loads have been considered for this design. Connector pplate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series M-4 M O V7 V O R O N TRUSS SPAN 33'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 131- 9.0' TO 181- 9.0' V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION($) SPECIFIED BY CBC 2010. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOADS AS GIVEN CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.Oo 1- 2=(-3031) 0 9.10=(-77) 121 9. 1=(-1909) 0 6-13=( -240) 72 2. 3=(-3010) 0 10-11=( 0) 3203 1-10=( 0) 2945 13- 7=( -577) 0 3. 4=(-3558) 0 11-12=( O) 3630 2-10=( -517) 0 13- 8=( O) 3190 4- 5=(-3630) 0 12.13=( O) 3340 10. 3=( -449) 0 8.14=(-1897) 0 5. 6=(-3612) 0 13-14=(-72) 129 3-11=( 0) 838 6. 7=(-3329) 0 11. 4=( -422) 0 7. 8=(-3344) 0 5-12=( -312) 0 12- 6=( 0) 642 BEARING MAX VERT MAX HORZ BRG REOUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1965V -111/ 111H 2.50' 2.10 OF ( 625) 33'- 8.0' 0/ 1953V -111/ 11tH 3.50' 2.08 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.194' @ 18'- 10.7' Allowed = 1.106' MAX OL CREEP DEFL = -0.327' @ 18'- 10.7' Allowed = 1.658' MAX TL CREEP DEFL = -0.459' @ 18'- 10.7' Allowed = 1.658' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.327' MAX HORIZ. LL DEFL = 0.036' @ 33'- 6.2' MAX HORIZ. TL DEFL = 0.088' @ 33'- 6.2' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 11-09-11 8-10-10 12-11-11 If I 6-06-05 4-08-11 2-04-04 5-03-08 2-04-04 5-06 6-11 12 12 3.00 o M -7X8 M -3x5 M -3x5 M -7x8 a 3.00 M -2x4 M-5x12(S) 1, L 11 L L �. 6-06-05 7-00-15 5-03-08 7-10-04 6-11 I. L '<PL:10-00-12 33-08 JOB NAME: Young Residence - A10 Scale: 0.2326 4x8 4 N O O N EXP. 3/31/13 /2//2/// '< WARNINGS: GENERAL NOTES, unless otherwise noted A1 0 1. Builder and erection contractor should be advised of a8 General Notes 1. This buss design is adequate for the design parameters shown. Review Truss : DES. BY: EE DATE: 12/12/2011 and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. All lateral force resisting elements such as temporary and permanent stab fi brat n must be desi ned b desi ner of cora ate sbucture. ty 9 9 Y 9 Pl CompuTrus assumes no responsibility for such bracing. and approval is the responsibility of the building designer. not the truss designer or truss engineer. 2. Design assumes the top and bottom chards to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC) and/or drywaD(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ //�� S E1.x . : 5040876 SE TRANS I D : 327688 4. No bad should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling,shipment and installation of components. P P 6. This design is furnished subject to the limitations set forth by 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non�conosive environment, and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it necessary. 7. Design assumes adequate drainage is provided. B. Plates shall be located on both faces of truss, and placed so their center IIID VIII II I I I VIII III I II I I IIIITPI/WfCA in SCSI, copies of which will be furnished upon request. CompuTrus, Inc. Software 7.6.3(1 Q -E Dies coincide with joint center ices. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). 4x8 4 N O O N EXP. 3/31/13 /2//2/// '< ThMign IIIIII SPATES FABRICATORS e(MCWmpui�put _ LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR; 2x4 OF 2100F T3; 2x6OF SS T2 BC: 2x4 OF #1&BTR; 2x6 OF SS B2 WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <c 12'OC. UON. NOTE: 20 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED For hanger specs. - See approved plans Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series cr M-4 0 O C N TRUSS SPAN 33'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF BC UNIF LL( 0.0)+DL( 12.5)= 12.5 PSF 131- 3.0' TO 19' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2010. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOADS AS GIVEN CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=(-3028) 0 7- 8=(-87) 131 7. 1=(-1928) 0 10- 5=( -199) 185 2- 3=(-3461) 0 8- 9=( 0) 2949 1- 8=( O) 2951 5.11=( -707) 0 3- 4=(-3281) 0 9-10=( 0) 3281 8- 2=( -882) 0 11. 6=( 0) 3236 4- 5=(-3518) 0 10.11=( 0) 3291 2. 9=( 0 405 6-12=(-1915) 0 5- 6=(-3398) 0 11.12=(-82) 139 9. 3=( 0; 255 4-10=( 0) 255 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH 3.0' V LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1986V -121/ 121K 2.50' 2.12 OF ( 625) 33'- 8.0' 0/ 1972V -121/ 121H 3.50' 2.10 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.282' @ 19'- 3.0' Allowed = 1.106' MAX OL CREEP DEFL = -0.326' @ 18'- 8.0' Allowed = 1.658' MAX TL DEFL = -0.499' @ 19'- 3.0' Allowed = 1.658' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.326' MAX HORIZ. LL DEFL = 0.030' @ 33'- 6.2' MAX HORIZ. TL DEFL = 0.073' @ 33'- 6.2' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat .2 Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 13-09-11 4-10-10 14-11-11 6-07-12 7-01-15 4-10-10 7-07-07 7-04-04 12 12 3.00 v M -5x8 M -7x6 a 3.00 6-04-04 6-07-04 6-07 7-00-12 7-00-12 L L <PL:10-00-12 33-08 JOB NAME: Young Residence - All Scale: 0.2201 4x8 N C O 2 N EXP. 3/31/13 �" /21/ZIII '( WARNINGS: GENERAL NOTES, fes Al 1 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review isunless adequate for the Truss: and Warnings before construction commences. and approval is the responsibility of the building designer. not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 3All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE stability bracing must be designed by designer of complete str.ucture, 2• o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywafl(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040877 fasteners are complete and at no time should any bads greater than 5. Design assumes busses are to be used in a non -corrosive environment, TRANS I D : 327688 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling. shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by S. Plates shall be located on both laces of truss, and placed so their center TPIANfCA in BCSI, espies of which will be furnished upon request tines coincide with joint center tines. IIIIII VIII III I VIII IIII VIII VIII IIII III 9. Digits indicate size of plate In inches. CompuTrus, Inc. Software 7.6.3(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). 4x8 N C O 2 N EXP. 3/31/13 �" /21/ZIII '( II IIII ' ThIMign �-ed i Ompu' put - SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR; 2x4 OF 210OF T3, T4 BC: 2x4 OF #18BTR WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. LION. NOTE: 2x4 BRACING AT 2410C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED For hanger specs. - See approved plans Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Y,M20HS,Y18HS,M16 = YiTek YT series N O c M-4 O V O N TRUSS SPAN 33'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 13'- 9.0' TO 18'- 9.0' V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2010. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOADS AS GIVEN 15-03-07 6-10-12 6-08-08 0 12 3.001::'- c\1 .00I::'- M -4x10 IA-9vA 11-02 02-15 0-06-05 7-02 M -4x10 16-05-07 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-3039) 0 9.10=(-106) 150 9. 1=(-1903) 0 13- 8=( O) 3233 2- 3=(-3291) 0 10.11=( 0) 2953 1.10=( 0) 2949 8.14=(-1893) 0 3- 4=(-3080) 0 11.12=( 0) 3108 10. 2=( -833) 0 4. 5=(-3108) 0 12-13=( 0) 3310 2-11=( -206) 377 5- 6=(-3063) 0 13-14=(-101) 158 11. 3=( 0) 276 6- 7=(-3307) 0 6.12=( 0) 371 7. 8=(-3403) 0 12- 7=( -514) 92 7.13=( -655) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1965V -140/ 140H 2.50' 2.10 OF ( 625) 33'- 8.0' 01 1953V -140/ 140H 3.50' 2.08 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.379' @ 181- 11.2' Allowed = 1.106' MAX OL CREEP DEFL = -0.390' @ 19'- 0.5' Allowed = 1.658' MAX TL DEFL = -0.639' @ 181- 11.2' Allowed = 1.658' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.390' MAX HORIZ. LL DEFL = 0.032' @ 33'- 6.2' MAX HORIZ. TL DEFL = 0.080' @ 33'- 6.2' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 7-07-04 12 a 3.00 4x8 N O O N 4 I, 7-05-08 7-03-12 L Scale: 0.1951 6-07-04 7-00 <PL:10-00-12 JOB NAME: Young Residence - Al2 M -2x4 M-5x12(S) 5-03-08 33-08 EXP. 3/31/13 ?. a//2///'< WARNINGS: GENERAL NOTES, unless otherwise noted: A1 2 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : DES. BY: EE DATE: 12/12/2011 and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. and approval is the responsibility of the building designer. not the buss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5040878 TRANS I D : 327688 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a nononoslve environment, and are for dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center IIIIII IIII II III I VIII II II VIII IIII IIII TPIIWTCA in SCSI, copies of which will be furnished upon request. CompuTrus, Inc. Software 7.6.3(1 L) -E tines coincide with joint center Anes. 9. lines indicate size of plate to inches. 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1888 (MiTek). EXP. 3/31/13 ?. a//2///'< IIIIII M SPATMABRICA^TIO`RS.e(MCAWmpu�put LUMBER SPECIFICATIONS TC: 2x4 OF #16BTR; 2x6 OF SS T1 BC: 2x8 SP M-23; 2x6 OF SS 13 WEBS: 2x4 OF #18BTR; 2x10 SP M-23 A TC LATERAL SUPPORT - 1210C. UON. BC LATERAL SUPPORT - 1210C. UON. Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 40'- 2.0' LOAD DURATION INCREASE = 1.25 (Non -Rep) GENERAL NOTES, unless otherwise noted SPACED 24.0' O.C. LOADING 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer. not the buss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(rC) and/or drywa8(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ ADDL: TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 01- 0.0' TO 40' ADDL: TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 01- 0.0' TO 40' ADDL: BC UNIF LL( 67.6)+DL( 101.4)= 169.0 PLF 01- 0.0' TO 5' ADDL: BC UNIF LL+DL= 7.0 PLF 01- 0.0' TO 40'- 2.0' V ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 40'- 2.0' V ADDL: BC CONC LL+DL=16628.0 LBS @ 6'- 3.0' VIII BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE I IIII LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2010. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Dies coincide with joint center tines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). ( 4 ) complete trusses required. Join together 4 ply with SDS 1/4 x 6' long wood screws staggered at: 24' oc in 2 row(s) throughout 2x6 top chords, 24' oc in 1 row(s) throughout 2x4 top chords, 24' oc in 2 row(s) throughout 2x8 bottom chords, 24' oc in 2 row(s) throughout 2x6 bottom chards, 12' oc throughout webs. ** HANGER TO APPLY CONC. LOADS AS GIVEN LOAD(S) TO ALL MEMBERS. CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-55608) 0 1.12=(0) 53232 1. 2=(-55608) 0 8.17=( 0) 2172 2- 3=(-37396) 0 12-13=( 0) 50456 12. 2=( 0) 15688 17- 9=( 0) 3464 3- 4=(-26388) 0 13-14=( 0) 35500 2.13=(-16568) 0 9-18=(-2992) 0 4- 5=(-20420) 0 14.15=( 0) 25484 13. 3=( 0) 9720 18.10=( 0) 2564 2.0' V 5- 6=(-13480) 0 15.16=( 0) 19228 3-14=(-12860) 0 10-19=(-2512) 0 2.0' V 6- 7=( -628) 12 16.17=( 0) 12764 14- 4=( 0) 7820 19.11=( 0) 8048 0.7' V 7. 8=( -812) 0 17.18=( 0) 10416 4-15=( -8620) 0 11.20=(-4984) 0 8- 9=(-13268) 0 18.19=( 0) 8064 15- 5=( 0) 9024 9-10=(-10596) 0 19.20=(-24) 312 5.16=(-10124) 0 10-11=( -8132) 0 16- 6=( 0) 3688 6- 8=(-12136) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 17447V -125/ 126H 3.50' 3.61 SP ( 805) 40'- 2.0' 0/ 5056V -125/ 126H 3.50' 1.35 OF ( 625) Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.189' @ 16'- 2.6' Allowed = 1.319' MAX DL CREEP DEFL = -1.158' @ 16'- 2.6' Allowed = 1.979' MAX TL CREEP DEFL = -1.217' @ 16'- 2.6' Allowed = 1.979' RECOMMENDED CAMBER (BASED ON DL DEFL)= 1.158' MAX HORIZ. LL DEFL = -0.032' @ 40'- 0.2' MAX HORIZ. TL DEFL = 0.144' @ 40'- 0.2' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 22-09 17-05 6-07-10 3-02-13 3-06-04 3-01-07 3-08-14 2-06 2-06 4-11-01 4-09-05 5-02-09 12 12 3.00 I'M -4x4 v 3.00 M -3x10 7 M -3x10 M -4x8 M -7x8 5 I + M -5x74 c" 3 O MHS -808 I It- M -2x4 5-00 Ot ) 1 12 13 14 15 16 17 < M -12x14 MHS -3x12 M -5x8 M -4x8 0.25" M -7x8 M -7x8 M -3x4 *"J16628# - M-10x10(S) M -2x4- M -2x4+ 6-03 3-03-15 3-06-04 3-01-07 3-10-10 5-03-08 5-00-13 <PL:10-00-12 40-02 JOB NAME: Young Residence - A13 3x5 o -3x5 M -3x8 18 19 =M -8x8 M 3x8 I. L 4-09-05 Scale: 0.1777 EXP. 3/31/13 .OF CALIF WARNINGS: GENERAL NOTES, unless otherwise noted Truss: Al 3 DES. BY: EE DATE • 12/12/2011 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +, 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed b designer of complete structure. tY g 9 Y 9 W CompuTrus assumes no responsibility for such bracing. 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer. not the buss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(rC) and/or drywa8(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5040879 TRANS I D : 327688 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the imitations set forth by 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in a nonoonosive environment, and are for 'dry condition- of use. 6. Design assumes full bearing at a8 supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shell be located on both faces of truss, and placed so their center IIIIII III I III I I III VIII IIII VIII II I IIII TPIMITCA in BCSI, copies of which will be furnished upon request. CompuTrus, Inc. Software 7.6.3(1 L) -E Dies coincide with joint center tines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). EXP. 3/31/13 .OF CALIF IIIIII M ThMign NWed fMlnpuOftiut M SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS WARNINGS: TRUSS SPAN 40'- 2.0' Truss: Al 4 DES. BY: EE DATE • 12/12/2011 CBC2010/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF qt&BTRLOAD SEQ. : 5040880 TRANS I D : 327688 IIIIII VIII IIII IIII VIII IIII II I II I IIII DURATION INCREASE = 1.25 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for -dry candition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both feces of truss, and placed so their center lines coincide with joint center 9. Digits indicate size of plate to inches. 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). 1- 2=( -318) 0 1-12=(0) 5493 1. 2=(-5705) 0 16-10=( 0) 1003 BC: 2x4 OF g1&BTR; SPACED 24.0' O.C. 2. 3=(•5784) 0 12.13=(0) 5766 3-12=( -14) 328 10-17=(-3902) 0 2 x 6 OF SS B2 3- 4=(•5909) 0 13.14=(0) 5188 12- 4=( -116) 144 17-11=( -198) 0 WEBS: 2 x 4 OF qt&BTR LOADING 4. 5=(•5431) 0 14-15=(0) 4274 4.13=( -655) 0 LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-4533) 0 15.16=(0) 4157 13. 5=( 0) 487 TC LATERAL SUPPORT <= 1210C. UON. OL ON BOTTOM CHORD = 7.0 PSF 6- 7=( -424) 0 16.17=(0) 3289 5.14=(•1178) 0 BC LATERAL SUPPORT <= 12'OC. LION. TOTAL LOAD = 50.0 PSF 7- 8=( -446) 0 14. 6=( 0) 792 8- 9=(-4472) 0 6. 8=(•3975) 0 LETINS: 4.00.00 0.00.00 BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 20'- 3.0' TO 25'- 3.0' V 9-10=(-4304) 0 8.15=( 0) 536 10-11=( -28) 89 15. 9=( -195) 392 Unbalanced live loads have been BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9.16=( -536) 0 considered for this design. LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2010. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH Connector late prefix designators: P P 9 LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'• 0.0' 0/ 2280V •114/ 125H 3.50' 2.43 OF ( 625) M,M20HS,M18HS,M16 = M3Tek MT series LOADS AS GIVEN 40'• 2.0' 0/ 2327V •114/ 125H 3.50' 2.48 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = •0.365' @ 19'- 11.5' Allowed = 1.319' MAX DL CREEP DEFL = -0.775' @ 15'- 3.5' Allowed = 1.979' MAX TL CREEP DEFL = -1.092' @ 15'- 3.5' Allowed = 1.979' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.775' MAX HORIZ. LL DEFL = 0.083' @ 39'- 10.5' MAX HORIZ. TL DEFL = 0.210' @ 39'- 10.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked fnr a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers 22-09 17-05 which is non -concurrent with other live loads. 13-00-09 9-08-07 17-05 l 3-10-10 1-11-08 4-06-05 4-11-08 4-11-01 2-06 2-06 5-00-13 4-07-09 5-02-09 12 I 12 3.00 I'M -4x4 a 3.00 M -3x12 7 M -3x12 6 8 M -3x5 M -3x5 M-W(S) s + s M -3x5 N M -3x12 +n 0 4 0 0 to M -2x4 o M -2x4 M -4x10 3 5-00 4 + 1 N M -2x4 N CD I - o -- 2X4 00 N 1 12 13 14 15 16 17 < I M -7x10 M -3x4 M -3x4 MHS -8x18 M -2x4 M -5x6 M -7x8 M -4x10 @-RESTRAIN ENDS TO RE IST ROTATION L L 7-10-07 7-02 11, 4-11-01 5-05-04 5-00-13 9-08-07 <PL:10-00-12 40-02 JOB NAME: Young Residence - A14 Scale: 0.1969 EXP. 3/31/13 1" /2 //Z / / l '< OF C WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: Al 4 DES. BY: EE DATE • 12/12/2011 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +, All lateral force must resisting bbe designed by designer of complete structure. elements such as temporary and permanent re stability bracing CompuTrus assumes no responsibility for such bracing. 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywafl(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5040880 TRANS I D : 327688 IIIIII VIII IIII IIII VIII IIII II I II I IIII 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI WTCA in BCSI. espies of which will be furnished upon request. CompuTrus, Inc. Software 7.6.3(1 Q -E 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for -dry candition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both feces of truss, and placed so their center lines coincide with joint center 9. Digits indicate size of plate to inches. 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). EXP. 3/31/13 1" /2 //Z / / l '< OF C II IIII SPATES FABRICATORS MC ed�ompul put _ LUMBER SPECIFICATIONS TC: 2x4 DF k16BTR; 2x4 OF 210OF T2 BC: 2x4 OF k18BTR; 2x6OF SS 12 WEBS: 2x4 OF #18BTR TC MAX PURLIN SPACING <= 1210C. UON. BC MAX PURLIN SPACING 104'OC. UON. Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS$MI8HS,M16 = MiTek MT series TRUSS SPAN 40'- 2.0' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 27.2' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 20'- 3.0' TO 25 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2010. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOADS AS GIVEN 22-09 13-00-09 9-08-07 4-11-14 5-01-10 4-10-t2 5-01-10 12 3.00 c--1- M -3x5 M -4x14 M -2x4 M-M(S) M -6x14 3.0' V 2-07-12 ' 2-06 5-00-13 I'M -4x4 s M -4x12 0 0 5-00 �* GENERAL NOTES, unless otherwise noted: 2X6 = A COC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -728) 0 1.11=( 0) 6401 1. 2=(-6123) 0 15- 8=( -176) 493 2. 3=(-6862) 0 11.12=( 0) 6396 11. 2=( 0) 175 B-16=( -669) 0 3. 4=(-6264) 0 12.13=( 0) 6606 2.12=( -121) 269 16- 9=( 0) 980 4. 5= -6262) 0 13-14=( 0) 4920 12- 3=( -44) 111 9-17=(-1315) 0 5. 6=� -475) 0 14.15=( 0) 4920 3.13=( -685) 0 17-10=( 0) 3886 6- 7=( -503) 0 15.16=( 0) 4742 4.13=( -580) 0 10.18=(-2588) 0 7- 8=(-5152) 0 16.17=( 0) 3884 13. 5=( 0) 1685 8- 9=(-4904) 0 17.18=(-76) 174 5.14=( -386) 140 9-10=(-3938) 0 5- 7=(-4595) 0 7.15=( 0) 657 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 2599V -129/ 145H 3.50' 2.77 DF ( 625) 40'- 2.0' 0/ 2633V -129/ 145H 3.50' 2.81 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.405' @ 201- 0.8' Allowed = 1.319' MAX DL CREEP DEFL = -0.848' @ 20'- 0.8' Allowed = 1.979' MAX TL CREEP DEFL = -1.197' @ 20'- 0.8' Allowed = 1.979' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.848' MAX HORIZ. LL DEFL = 0.082' @ 40'- 0.2' MAX HORIZ. TL DEFL = 0.207' @ 40'- 0.2' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers 17-05 which is non -concurrent with other live loads. 17-05 4-07-09 5-02-09 12 a 3.00 M -3x5 M -3x5 9 M -5x8 M -2x4 � - N � C _ _J :��4 N 4Z - c 1 11 12 13 0) 14 N 15 16 17 18 < MHS -7x16 M -2x4 M -3x4 MHS -7x16 I'M -5x5 M -2x4 M -5x7 M -7x8 M -3x12 M -2x4 4-11-14 4-10-02 4-11-14 5-05-02 5-01-12 5-00-13 4-09-05 4-11-01 y <PL:10-00-12-----��-----i -- 40-02 - -- ----- JOB NAME: Young Residence - A15 Scale: 0.2040 N 0 0 N EXP. 3/31/13 -,, /Z//2/// ,( WARNINGS: GENERAL NOTES, unless otherwise noted: A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : DES. BY: EE DATE: 12/12/2011 and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. and approval is the responsibility of the building designer. not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respect vely unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging of lateral bracing required where shown ++ SEQ. : TRANS VIII II I II 5040881 I D : 327688 I III I II I II II VIII IIII IIII 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 8. This design is furnished subject to the limitations set fold by TPIIWfCA in BCSI, copies of which will be furnished upon request. CompuTrus, Inc. Software 7.6.3(1 L) -E 4. Installation of buss Is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment. and are for 'dry condition- of use. 6. Design assumes full beating at a9 supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. B. Plates shell be located on both faces of truss, and placed so their center lines coincide with joint center tines. 9. Digits indicate size of plate in inches. 10. For basicconnector plate design values see ESR -2529 (CompuTrus) an V.r ESR -1311,E R-1988 (MiTek). N 0 0 N EXP. 3/31/13 -,, /Z//2/// ,( II IIII ThA ignI e(MCJMmpu�put LUMBER SPECIFICATIONS TC: 2x4 OF 191&BTR BC: 2x4 OF k1&BTR; 2x6 OF SS B3 WEBS: 2x4 OF k1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. LETINS: 3.00.00 0.00.00 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,920HS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN I nail s staggered at: 9' oc throughout 2x4 top chords, 9' cc throughout 2x4 bottom chords, 9' oc throughout 2x6 bottom chords, 9' oc throughout webs. Vv m� O 1 O < 13-00-09 2-10-151-08-14 5-01-15 12 3.00 0 TRUSS SPAN 40'- 2.0' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADING ADDL: TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 01- 0.0' TO 401- 2.0' V ADDL: TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 0'- 0.0' TO 40'- 2.0' V ADDL: BC UNIF LL( 60.3)+DL( 90.4)= 150.7 PLF 24'- 8.7' TO 40'- 2.0' V ADDL: BC UNIF LL+DL= 7.0 PLF J. 0.0' TO 40'- 2.0' V ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 40'- 2.0' V ADDL: BC CONC LL+DL= 2144.0 LBS @ 24'- 4.8' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. '• HANGER TO APPLY CONC. LOADS AS GIVEN LOAD(S) TO ALL MEMBERS. 22-09 6-05-13 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( -110) 68 1-10=( 0) 7860 1. 2=(-8528) 0 13. 8=( 0) 1142 2- 3=(-8352) 0 10.11=( 0) 9304 3.10=( 0) 1146 8.14=(-1318) 6 3. 4=(-9108) 0 11-12=( 0) 8862 10- 4=( -700) 0 14. 9=( 0) 8550 4- 5=(-9256) 0 12.13=( 0 9388 4.11=( -442) 132 9.15=(-4688) 0 5. 6=(-8300) 0 13-14=( 0; 8634 11- 5=( -54) 326 6. 7=(-8368) 0 14-15=(-10) 294 5-12=(-1068) 178 7. 8=(-9804) 0 6-12=( D) 3614 8. 9=(-8854) 0 12- 7=(-1936) 0 7-13=( 0) 1294 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 3303V -114/ 126H 3.50' 1.76 OF ( 625) 40'- 2.0' 0/ 5185V -114/ 126H 5.50' 2.77 OF ( 625) 17-05 9-08-07 17-05 6-05-07 4-07-14 5-11-02 6-10 12 M -5x6 v 3.00 5.0° 6 4-,' VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.208' @ 161- 3.2' Allowed = 1.314' MAX DL CREEP DEFL = -0.755' @ 16'- 3.2' Allowed = 1.971' MAX TL CREEP DEFL = -0.944' @ 16'- 3.2' Allowed = 1.971' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.755' MAX HORIZ. LL DEFL = -0.049' @ 40'- 0.2' MAX HORIZ. TL DEFL = 0.162' @ 40'- 0.2' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Designchecked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. L MHS WI(q) **. Y1AA& 4 L 7-01-09 8-01-10 7-04-01 5-01-02 5-11-02 6-06-08 L <PL:10-00-12 40-02 JOB NAME: Young Residence - A16 Scale: 0.1804 ix8 EXP. 3/31/13 WARNINGS: GENERAL NOTES, unless oche wise noted A1 6 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : DES. BY: EE DATE: 12/12/2011 and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. All lateral force resisting elements such as temporary and permanent stabilitybracing must be designed b designer of complete structure. 9 9 Y g W CompuTrus assumes no responsibility for such bracing. and approval is the responsibility of the building designer, not the tress designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their len ggth by continuous sheathing such as plywood sheathing(rC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5040882 TRANS I D : 327688 4. No bad should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 6. This design is furnished subject to the limitations set forth by 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center IIII II VIII II I III IIII III VIII IIII IIII 7PI WfCA in BCSI, copies of which will be furnished upon request CompuTrus, Inc. Software 7.6.3(1 L) -E lines coincide with joint center ices. 9.Digits indicate size of plate to inches. 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). ix8 EXP. 3/31/13 IIIIII i ' - ThMign OWed 11=oInpu1_put SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 OF k18BTR BC: 2x6 OF SS WEBS: 2x4 OF k16BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC, UON, Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8CN18 (or no prefix) = CompuTrus, Inc M,M20HS,i18HS,Y16 = YiTek YT series ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc throughout 2x4 top chords, 9' oc throughout 2x6 bottom chords, 9' oc throughout webs. 5-01-09 12 TRUSS SPAN 16'- 0.7' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC CONC LL+DL= 147.0 LBS @ 2'- 1.4' ADDL: BC CONC LL+DL= 2618.0 LBS @ 4'- 2.2' ADDL: BC CONC LL+DL= 1162.0 LBS @ 6'- 1.4' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING YET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ** HANGER TO APPLY CONC. LOADS AS GIVEN LOAD(S) TO ALL MEMBERS. CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-4390) 0 1.7=(0) 4094 7.2=( 0) 3560 2-3=( -40) 74 7.8=(0) 3860 2-8=(-4552) 0 3-4=( -66) 54 8.3=( -358) 0 4.5=( -76) 56 5.6=( -921 52 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS Truss: DES. BY: EE DATE • 12/12/2011 REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 2002V -94/ 46H 3.50' 1.07 OF ( 625) 7'- 8.5' 0/ 2896V 0/ OH 5.50' 1.54 OF ( 625) 10'- 9.4' 0/ 230V 0/ OH 0.75' 0.08 OF ( 625) 13'- 6.4' 0/ 294V 0/ OH 0.75' 0.10 OF ( 625) 16'- 0.7' 0/ 150V -94/ 46H 0.75' 0.08 OF ( 625) 2-08-11 2-11-02 2-09 2-06-05 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.008' @ 4'- 11,8' Allowed = 0.242' MAX DL CREEP DEFL = -0.060' @ 4'- 11.8' Allowed = 0.363' MAX TL CREEP DEFL = -0.062' @ 4'- 11.8' Allowed = 0.363' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.060' MAX HORIZ. LL DEFL = -0.004' @ 7'- 8.5' MAX HORIZ. TL DEFL = 0.011' @ 7'- 8.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, r interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. co 0 v �147N **�2618f *�1162N 4-11-13 2=00.11 <PL:10-00-12 Wedge required at heel(s). 16-00-11 >PL:14-05-14 JOB NAME: Young Residence - A18 Scale: 0.3698 EXP. 3/31/13 WARNINGS: GENERAL NOTES, unless otherwise noted: Al 8 I. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: DES. BY: EE DATE • 12/12/2011 and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. All lateral force resisting elements such as temporary and permanent Stab li bracin must be desi ned b desi ner of complete sbucture. N g 0 Y 9 CompuTrus assumes no responsibility for such bracing. and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 101 o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5040883 TRANS I D : 327688 IIIIII VIII III I I I I IIII II II VIII I I IIIITPIM/TCA 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handlin shipment and installation of components. 8. P Po 6. This design is furnished subject to the limitations set forth by in SCSI, copies of which will be furnished upon request. CompuTrus, Inc. Software 7.6.3(1 Q -E 4. Installation of buss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in a noncorrosive environment. and are for -dry condition- of use. 6. Design assumes full Dea ng at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both feces of truss, end placed so their center lines coincide with joint center ices. 9. Digits indicate site of plate to inches. 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311. ESR -1988 (MiTek). EXP. 3/31/13 "ll Jill - ThMignI a ff�mpu�putSPATES i LUMBER SPECIFICATIONS TC: 2x4 OF #1&8TR; 2x6 OF SS T2 BC: 2x4 OF #1&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series M- ^ 0 N 13.08.00 HIP SETBACK 6-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIT LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0' TO 6'- 0.0' V TC UNIT LL( 80.0)+DL( 92.0)= 172.0 PLF 6'- 0.0' TO 7'- 8.0' V TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 71- 8.0' TO 131- 8.0' V BC UNIF LL( 0.0)+DL( 28.0)= 28.0 PLF 0'- 0.0' TO 13'- 8.0' V TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 61- 0.0' TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 71- 8.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-11-11 1-08-10 5-11-07 5-11-11 2-10-13 4-09-08 430N 43011 12 12 3.00 C- a 3.00 M -4x6 M -8x12 CBC201O/IBC2O09 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=(-1487) 0 5- 6=(-28) 87 5- 1=(-1218) 0 3. 8=(-1633) 0 2- 3=(-1428) 0 6. 7=( 0) 1516 1. 6=( 0) 1513 8- 9=( 0) 1078 3- 4=( -244) 0 7- 8=( 0) 1508 6- 2=( -453) 0 4- 9=( -287) 0 1. This truss design is adequate for the design parameters shown. Review 6. 3=( -164) 5 3- 7=( 0) 203 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0,0' 0/ 1279V -91/ 4 9 H 5.50' 1.36 DF ( 625) 13'- 8,0' 0/ 1282V -91/ 49H 3.50' 0,48 OF (1782) 2, Design assumes the top and bottom chords to be laterally braced at VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L1240 MAX LL DEFL = -0.036' @ 61- 0.0' Allowed = 0.431' MAX DL CREEP DEFL = -0.070' @ 6'- 0.0' Allowed = 0.646' MAX TL CREEP DEFL = -0.106' @ 6'- 0.0' Allowed = 0.646' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.070' MAX HORIZ. LL DEFL = 0.004' @ 13'- 6.0' 4. No load should be applied to any component until after all bracing and MAX HORIZ. TL DEFL = 0.009' @ 13'- 6.0' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, fasteners are complete and at no time should any bads greater than Enclosed, Cat.2, Exp,B, MWFRS, TRANS I D : 327688 interior tone, load duration factor=1.6 design bads be applied to any component. Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers 5. CompuTrus has no control over and assumes no responsibility for the which is non -concurrent with other live loads. 4-11-04 3-09-08 4-04 0-07-04 <PL: -12 Id-ui-)z >P)'10-00-1 JOB NAME: Young Residence - A20 Scale: 0.4066 EXP. 3/31/13 WARNINGS: GENERAL NOTES, unless otherwise noted A20 1. guilder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2, Design assumes the top and bottom chords to be laterally braced at DES. BY : E E stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing (rC) and/or drywag(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 327688 design bads be applied to any component. and are for 'dry condition' of use. 6. Design assumes full baa ng at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPINVECA in SCSI. copies of which will be furnished upon request. lines coincide with joint center tines. III I II III I III I VIII I II IIII I II III indicate size of plate in inches. 9. DigR-131 CompuTrus, Inc. Software 7.6.3(1 Q -E Forits 10, is conne plate 8 sign al s see ESR -2529 (CompuTrus) and/or 1tor ), EXP. 3/31/13 LUMBER SPECIFICATIONS TC: 2x4 OF g18BTR BC: 2x4 DF H16BTR WEBS: 2x4 OF #1&B TR TC LATERAL SUPPORT <= 12'OC. LION BC LATERAL SUPPORT <= 12'OC. UON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series M- n 0 N TRUSS SPAN 13'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR iOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-10 6-09-12 6-10 6-10 12 12 3.00 o a 3.00 IIM-4x4 A n 10 _ ThMign $Wed f1mlnpul_put I= SPATES FABRICATORS (MC) CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-661) 0 4-5=(-35) 71 4.1=(-644) 0 6-7=( O) 93 2-3=(-659) 0 5.6=( 0) 73 1.5=( 0) 578 3-7=(-528) 0 5.2=(-270) 0 5-3=( O) 536 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 683V -85/ 46H 5.50' 0.73 OF ( 625) 13'- 8.0' 0/ 678V -85/ 46H 3.50' 0.25 OF (1782) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.009' @ 61- 10.0' Allowed = 0.431' MAX DL CREEP DEFL = -0.020' @ 61- 10.0' Allowed = 0.646' MAX TL CREEP DEFL = -0.029' @ 6'- 10.0' Allowed = 0.646' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.020' MAX HORIZ. LL DEFL = 0.004' @ 13'- 6.0' MAX HORIZ. TL DEFL = 0.008' @ 13'- 6.0' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 0 6-10 6-10 L )<PL: 8-00-12 13-07-12 >PL:10-00-1 JOB NAME: Young Residence - A21 Scale: 0.4091 EXP. 3/31/13 WARNINGS: GENERAL NOTES, unless otherwise noted: A21 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 3. All lateral force resisting elements such as temporary and permanent o.c. and at 10' o.c. respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure.2' clure. continuous sheathing such as plywood sheathing(TC) andlor drywall(SC). DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040885 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment. TRANS I D : 327688 design loads be applied to any component, and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage Is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIANTCA in BCSI, copies of which will be furnished upon request. Dies coincide with joint center tines. IIIIII VIII III I III III II VIII II II IIII III 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 L) -E 10. For basic connector Vote design values see ESR -2529 (CompuTrus) and/or ESR -1311,E R-1988 (MiTek). EXP. 3/31/13 II IIII SPATMAgnI edMff�mpui_put LUMBER SPECIFICATIONS TRUSS SPAN 13'- 8.0' TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.25 GENERAL NOTES, unless otherwso noted BC: 2x4 OF #1&BTR SPACED 24.0' O.C. 1. This truss design is adequate for the design parameters shown. Review WEBS: 2x4 OF #1&BTR and Warnings before construction commences. and approval is the responsibility of the building designer. not the LOADING truss designer or truss engineer. TC LATERAL SUPPORT <= 1210C. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. OL ON BOTTOM CHORD = 7.0 PSF DATE: 12/12/2011 TOTAL LOAD = 50.0 PSF Connector plate prefix designators: 4. No load should be applied to any component until after all bracing and C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF CBC 2010 NOT BEING MET. design loads be applied to any component, and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP necessary. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY, fabrication, handling, shipment and installation of components. 6-10 6-09-12 6. This design is furnished subject to the limitations set forth by 6-10 4-07-06 12 3.00 c�- M -4x5 lines coincide with joint center tines. 0 N M-3 5 2-02-10 12 a 3.00 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -771) 57 5.6=(-1466) 1500 5.1=(-723) 0 3.7=(-626) 38 2-3=(-1104) 382 6-7=( 0) 524 1-6=(-435) 1133 7.4=( 0) 816 3.4=(-1495) 1030 7.8=( 0) 0 6.2=(-260) 127 6.3=(-467) 662 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0' 0/ 763V -1500/ 1500H 5.50' 0.81 OF ( 625) 13'- 8.0' 0/ 763V -1500/ 1500H 3.50' 0.29 OF (1782) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.007' @ 6'- 10.0' Allowed = 0.431' MAX OL CREEP DEFL = -0.015' @ 61- 10.0' Allowed = 0.646' MAX TL CREEP DEFL = -0.022' @ 6'- 10.0' Allowed = 0.646' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.015' MAX HORIZ. LL DEFL = 0.019' @ 13'- 4.7' MAX HORIZ. TL DEFL = -0.020' @ 13'- 4.7' COND. 2: 1500.00 LBS DRAG LOAD,71 Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads, rx8 6-10 4-10-14 1-11-02 � L J<PL: 8-00-12 13-07-12 >PL:10-00-12 JOB NAME: Young Residence - A22 Scale: 0.4251 > o C:) CD C? N N EXP. 3/31/13 WARNINGS: GENERAL NOTES, unless otherwso noted A22 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer. not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 7. All lateral force resisting elements such s temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE stability bracing must be designed by designer of complete structure. 2• o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 12/12/2011 CompuTrus assumes no responsibility tot such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040886fasteners are complete and at no time should any loads greater than . Design assumes trusses are to be used in a non-conosive environment, TRANS I D : 327688 design loads be applied to any component, and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center Tp in SCSI. copies of which will be furnished upon request. lines coincide with joint center tines. IIIIII I I III I III I VIII III IIII IIII III 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software +7.6.3-SP2(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). > o C:) CD C? N N EXP. 3/31/13 II IIII SPATES ign CATORS$We (MC) ompuMput LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR; 2x6 OF SS T2 BC: 2x4 OF #1&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE 2x4 BRACING AT 24'OC LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 1.00-00 1-00-00 Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = YiTek YT series Of co O 0 1 M 10-06-00 HIP CG SETBACK 4-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 01- 0.0' TO 4' - TC UNIT LL( 60.0)+DL( 69.0)= 129.0 PLF 4'- 0.0' TO 6' - TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 6'- 6.0' TO 10' - BC UNIF LL( 0.0)+DL( 14.0)= 14.0 PLF 0'- 0.0' TO 4' - BC UNIF LL( 0.0)+DL( 21.0)= 21.0 PLF 41- 0.0' TO 61- 8C UNIF LL( 0.0)+DL( 14.0)= 14.0 PLF 6'- 6.0' TO 10' - BC CONC LL( 80.0)+DL( 120.0)= 200.0 LBS @ 4'- 0.0' BC CONC LL( 80.0)+DL( 120.0)= 200.0 LBS @ 6'- 6.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3-11-11 2-06-10 3-11-11 I 0-11-11 3-00 2-06-10 3-00 0-11-11 12 12 3.00 r-1- TRUSS NOT SYMMETRICAL. a 3.00 ORIENTATION AS SHOWN. M -5x6 =M -8x8 ,12001E 4,200# 3-01 4-05-12 2-11-04 2-08 7-10 L <PL:10-00-12 10-06 JOB NAME: Young Residence - A23 Scale: 0.4359 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 A23 1- 2=( -10) 17 1- 7=(-424) 21 1. 2=( -19) 419 and approval is the responsibility of the building designer, not the 2. 3=( -20) 473 7. 8=( 0) 862 7- 3=( -480) 0 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 3. 4=( -48) 526 8. 6=( 0) 890 7- 4=(-1042) 0 0.0' V CompuTrus assumes no responsibility for such bracing. 4- 5=(-947) 0 4. No load should be applied to any component until after all bracing and 4. 8=( 0) 214 6.0' V 5- 6=(-136) 0 5- 6=(-1008) 0 6.0' V 5. CompuTrus has no control over and assumes no responsibility for the necessary. 0.0' V 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set faith by 8. plates shell be located on both feces of truss, and placed so their center 6.0' V BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH 6.0' V LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) Dies coincide with joint center ices. 2'- 8.0' 0/ 1096V -30/ 30H 3.50' 1.06 OF ( 625) III 10'- 6.0' 0/ 505V -30/ 30H 3.50' 0.54 OF ( 625) Scale: 0.4359 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.044' @ 0'- 10.8' Allowed = 0.178' MAX OL CREEP DEFL = -0.068' @ 6'- 6.0' Allowed = 0.362' MAX TL CREEP DEFL = -0.098' @ 6'- 6.0' Allowed = 0.362' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.068' MAX HORIZ. LL DEFL = 0.003' @ 10'- 2.5' MAX HORIZ. TL DEFL = 0.008' @ 10'- 2.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, YWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 ?" /Z//Z///'< OF WARNINGS: GENERAL NOTES, unless otherwise noted A23 1. Builder and erection contractor should he advised of eft General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY : E E stability bracing must be designed by designer of complete structure. 2'o .c. and at 10' o.c. respectively unless braced throughout their lenggth by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywa0(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040887 fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, TRANS I D : 327688 design loads be applied to any component. and are for -dry condition- of use. 6. Design assumes full bearing et a8 supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set faith by 8. plates shell be located on both feces of truss, and placed so their center TPINVECA in SCSI. copies of which will be furnished upon request. Dies coincide with joint center ices. III II II I II II VIII IIII III IIII IIII IIII 9. Digits indicatecoincide size of plate to inches. CompuTrus, Inc. Software 7.6.3(1 L) -E 10. For basic connector plata design values see ESR -2529 (CompuTrus) gMiTek). and/or ESR -1311. ESR -1988 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.044' @ 0'- 10.8' Allowed = 0.178' MAX OL CREEP DEFL = -0.068' @ 6'- 6.0' Allowed = 0.362' MAX TL CREEP DEFL = -0.098' @ 6'- 6.0' Allowed = 0.362' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.068' MAX HORIZ. LL DEFL = 0.003' @ 10'- 2.5' MAX HORIZ. TL DEFL = 0.008' @ 10'- 2.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, YWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 ?" /Z//Z///'< OF IIIIII TP ign wreCATORS(MCmompumput w LUMBER SPECIFICATIONS TC: 2x4 OF qt&BTR BC: 2x4 OF f)1&BTR WEBS: 2x4 OF q1&BTR TC LATERAL SUPPORT <= 1210C. UON. 8C LATERAL SUPPORT <= 12'OC. UON. LETINS: 1.00.00 1.00.00 Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series oit 7 m O O 1 M TRUSS SPAN 10'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0' TO 2'- 8.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-03 5-03 0-11-11 1-10-01 2-03-05 4-05-05 0-11-11 I 12 12 3.00 o TRUSS NOT SYMMETRICAL. --z33.00 ORIENTATION AS SHOWN. M -5x7 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( -3) 29 1. 7=(-465) 6 1. 2=( -4) 458 2- 3=( -5) 537 7- 8=( -88) 200 3. 7=(-389) 0 3- 4=( 0) 533 8- 6=( -31) 267 7. 4=(-610) 0 4. 5=(-329) 60 4.8=( 0) 173 5. 6=( -13) 57 5- 6=(-402) 0 BEARING MAX VERT MAX HORZ BRG REOUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 2'- 8.0' 0/ 798V -26/ 26H 3.50' 0.77 OF ( 625) 10'- 6.0' 0/ 399V -26/ 26H 3.50' 0.43 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.035' @ 0'- 10.8' Allowed = 0.178' MAX OL CREEP DEFL = -0.040' @ 0'- 0.0' Allowed = 0.267' MAX TL CREEP DEFL = -0.062' @ 0'- 0.0' Allowed = 0.267' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.040' MAX HORIZ. LL DEFL = -0.001' @ 10'- 2.5' MAX HORIZ. TL DEFL = 0.002' @ 10'- 2.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 3-08-06 3-10-02 2-08 7-10 L L <PL:10-00-12 10-06 JOB NAME: Young Residence - A24 Scale: 0.4984 N 00 O EXP. 3/31/13 ?" /Z//2///'4 -OF CALF' wARNING9: GENERAL NOTES, unless otherwise noted: A24 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown .. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at o.c. and at 10' o.c. respectively unless braced throughout their length byucture. DES. BY: EE stability bracing must be designed by designer of complete structure.2' continuous sheathing such as plywood sheathing(TC) end/or drywall(BC). DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. SEQ. : 5040888 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 327688 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge If 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shell be located on both feces of truss, and placed so their center TPIANfCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center ices. IIIIII VIII III I VIII VIII II II VIII IIII III 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) ( and/or ESR -1311, ESR -1988 iTek). _ N 00 O EXP. 3/31/13 ?" /Z//2///'4 -OF CALF' IIIIII ThA iBRIC=S.dM .lnpu>�put w LUMBER SPECIFICATIONS TC: 2x4 OF g18BTR BC: 2x4 OF g18BTR WEBS: 2x4 OF k18BTR TC LATERAL SUPPORT - 1210C. LION. BC LATERAL SUPPORT - 1210C. LION. LETINS: 1-00.00 1.00.00 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 10'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF BEARING LOCATIONS LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' REOUIREMENTS OF CBC 2010 NOT BEING MET. 101- 6.0' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-03 5-03 0-11-11 4-03-05 4-03-05 0 11 11 12 12 3.00 C--- -m 3.00 I IM -4x4 5-03 5-03 <PL:10-00-12 10-06 JOB NAME: Young Residence - A25 Scale: 0.5370 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -91) 0 1.6=(0) 707 1-2=(-856) 0 2.3=(-785) 0 6-5=(0) 707 6.3=( 0) 188 3.4=(-785) 0 4.5=(-856) 0 4-5=( -91) 0 MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 536V -26/ 26H 3.50' 0.57 OF ( 625) 0/ 536V .26/ 26H 3.50' 0.57 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.039' @ 5'- 3.0' Allowed = 0.331' MAX OL CREEP DEFL = -0.059' @ 5'- 3.0' Allowed = 0.496' MAX TL DEFL = -0.078' @ 5'- 3.0' Allowed = 0.496' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.059' MAX HORIZ. LL DEFL = 0.003' @ 10'- 2.5' MAX HORIZ. TL DEFL = 0.009' @ 10'- 2.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 ?i./Z//Zl/l1< WARNINGS: GENERAL NOTES, unless otherwise noted A25 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2• Design assumes the tap and bottom chords to be laterally braced at DES. BY: EE stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by DATE • 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown > 4. No load should be applied to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. SEQ. : 5040889 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 327688 design loads be applied to any component, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the imitations set forth by 8. Plates shell be located on both faces of truss, and placed so their center in BCSI. copies of which will be furnished upon request. lines coincide with joint center ices. IIIIII IIID VIII VIII VIII VIII III III IIIITPINVTCA 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1989 (MiTek). CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -91) 0 1.6=(0) 707 1-2=(-856) 0 2.3=(-785) 0 6-5=(0) 707 6.3=( 0) 188 3.4=(-785) 0 4.5=(-856) 0 4-5=( -91) 0 MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 536V -26/ 26H 3.50' 0.57 OF ( 625) 0/ 536V .26/ 26H 3.50' 0.57 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.039' @ 5'- 3.0' Allowed = 0.331' MAX OL CREEP DEFL = -0.059' @ 5'- 3.0' Allowed = 0.496' MAX TL DEFL = -0.078' @ 5'- 3.0' Allowed = 0.496' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.059' MAX HORIZ. LL DEFL = 0.003' @ 10'- 2.5' MAX HORIZ. TL DEFL = 0.009' @ 10'- 2.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 ?i./Z//Zl/l1< II IIII SPATESFABR1Se(M ompu put LUMBER SPECIFICATIONS TRUSS SPAN 10'- 6.0' TC: 2x4 OF g13BTR LOAD DURATION INCREASE = 1.25 SC: 2x4 OF f)1EBTR SPACED 24.0' O.C. WEBS: 2x4 OF N13BTR LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LETINS: 1.00-00 1.00.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF CBC 2010 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-03 5-03 0-11-11 4-03-05 4-03-05 0-11-11 12 12 3.00 c�-- a 3.00 IIM-4x4 5-03 5-03 ( L <PL:10-00-12 10-06 JOB NAME: Young Residence - A26 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1.2=(-151) 48 1-6=(-351) 1212 1-2=(-1200) 175 2-3=(-785) 0 6-5=(-351) 1212 6-3=( 0) 188 3.4=(-785) 0 4-5=(-1200) 175 4.5=(-151) 48 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 01 536V -1500/ 1500H 3.50' 0.57 OF ( 625) 10'- 6.0' 0/ 536V -1500/ 1500H 3.50' 0.57 OF ( 625) Truss : A262. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 and Warnings before construction commences. MAX LL DEFL = -0.071' @ 0'- 10.8' Allowed = 0.331' MAX OL DEFL = 0.142' @ 9'- 7.2' Allowed = 0.496' 2z4 compression web bracing must be installed where shown +, MAX TL DEFL = -0.078' @ 5'- 3.0' Allowed = 0.496' RECOMMENDED CAMBER (BASED ON DL DEFL)=-0.142' 3. All lateral force resisting elements such as temporary and permanent MAX HORIZ. LL DEFL = 0.009' @ 0'- 3.5' DES. BY: EE MAX HORIZ. TL DEFL = -0.015' @ 0'- 3.5' stability bracing must be designed by designer of complete structure. This truss does not include any time dependent DATE: 12/12/2011 deformation for long term loading (creep) in the CompuTrus assumes no responsibility for such bracing. total load deflection. The building designer shall verify that this parameter fits with the 4. No load should be applied to any component until after all bracing and intended use of this component. SEQ. : 5040890 0ND. 2: 1500.00 LBS DRAG LOAD. fasteners are complete and at no time should any loads greater than Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, TRANS I D : 327688 Enclosed, Cat.2, Ex%B, MWFRS, design loads be applied to any component. for the interior zone, load duration factor=1.6 Design checked for a 3UO ib concentrated top chord 5. CompuTrus has no control over and assumes no responsibility fabrication, handling,shipment and installation of components. P Po live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.5370 N C6 O O EXP. 3/31/13 /2//Z/// < WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : A262. and Warnings before construction commences. and approval is the responsibility of the building designer, not the designer truss 2z4 compression web bracing must be installed where shown +, truss or engineer. 2. Design assumes the top and bottom chords to be laterally braced at 3. All lateral force resisting elements such as temporary and permanent 2• o.c. and at 10' o.c. respectively unless braced throughout their length by DES. BY: EE stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(rC) and/or drywall(BC). DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040890 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment. 'dry TRANS I D : 327688 design loads be applied to any component. for the and are for condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility fabrication, handling,shipment and installation of components. P Po necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the fimitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIMITCA in BCSI, copes of which will be furnished upon request tines coincide with joint center tines. 9. Digits indicate size of plate to inches. 11111111111111111111111111111111111111111111 CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTnrs) and/or ESR -1311, ESR -1888 (MiTek). N C6 O O EXP. 3/31/13 /2//Z/// < Th two IIIIIIIIII�IIII SPABRrim, ed( MmPUtut LUMBER SPECIFICATIONS 20.01-05 HIP SETBACK 8.00.00 FROM END WALL CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 2100F; LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=(-5222) 0 5. 6=(0) 240 5. 1=(-2188) 0 3- 7=( -486) 42 2x6 OF SS T2 2. 3=(-5054) 0 6- 7=(0) 5044 1- 6=( 0) 4838 7. 4=( 0) 4802 BC: 2x4 OF SS T2 LOADING 3. 4=(•5180) 0 7- 8=(0) 240 6- 2=( -470) 46 4. 8=(-2190) 0 WEBS: 2x4 OF #1&BTR TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0' TO 8'- 0.0' V 6. 3=( •100) 122 TC UNIF LL( 100.0)+DL( 115,0)= 215.0 PLF 8'- 0.0' TO 12'- 1.3' V TC LATERAL SUPPORT <= 12'OC. LON. TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 12'• 1.3' TO 20'• 1.3' V BEARING MAX VERT MAX HORZ BRIG REOUIRED BRG LENGTH BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'• 0.0' TO 20'• 1.3' V LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 2284V -74/ 74H 3.50' 1.22 OF ( 625) _ ---------------------------- TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 8'- 0.0' 201• 1.3' 0/ 2284V -74/ 74H 3.50' 1.22 OF ( 625) NOTE: 2x4 BRACING AT 24'OC LON. FOR TC CONIC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 12'- 1,3' ALL FLAT TOP CHORD AREAS NOT SHEATHED VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ________ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.112' @ 121- 1.3' Allowed = 0.651' REQUIREMENTS OF CBC 2010 NOT BEING MET. Connector plate prefix designators: MAX DL CREEP DEFL = •0.226' @ 12'- 1.3' Allowed = 0.976' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.338' @ 1 1.3' Allowed = 0.976' DEF M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. RECOMMENDED CAMBER (BASED ON DL EFL0.226' MAX HORIZ. LL DEFL = 0.0099' @ 191- 11.6- ( 2 )complete trusses required. MAX HORIZ. TL DEFL = 0.022' @ 191- 11.6' Join together 2 ply with 3'x.131 DIA GUN nails staggered at: Wind: 85mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, 9' oc throughout 2x4 top chords, Enclosed, Cat.2, Exp.B, MWFRS, 9' oc throughout 2x6 top chords, interior zone, load duration factor=1.6 9' oc throughout 2x4 bottom chords, 9' oc throughout webs. Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers 7 11 11 4-01-15 7-11-11 which is non -concurrent with other live loads. 802.70# 802.70# 12 Ir 12 a 3.00 3.00 l� M- clif 7! N i O i l 6-11-04 l 4PL:10 00 12 JOB NAME: Youna Residence - A28 M -5x6 = M -8x8 6-04-09 20-01-05 Scale: 0.3946 6-09-08 (8 N N O EXP. 3/31/13 /2//2/// < WARNINGS: GENERAL NOTES, unless otherwise noted: I. Builder and erection contractor should be advised of all General Notes 1 This truss design is adequate for the design parameters shown. Review Trus $ ' A28 commences. and Warnings before construction commences. and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2.2x4 compression web bracing must be installed where shown +. 2. Design assumes the top and bottom chords to be laterally braced at 3. All lateral force resisting elements such as temporary and permanent 2• o.c. and at 10' o.c. respectively unless braced throughout their lenggth by DES. BY: EE stabi8ty bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywati(BC). DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. to be in a non -corrosive environment, SEQ. : 5040891 fasteners are complete and at no time should any loads greater than 5. Design assumes busses are used for 'dry wndition' of use. TRANS I D : 327688 design loads be applied to any component. has over and assumes no responsibility for the and are 6. ssumes full baa ng at all supports shown. Shim or wedge If 5. CompuTrus no control fabrication, handling,shipment and installation of components. p Po nnecDese sa ry 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by S. Plates shall be located on both faces of truss, and placed so their center TPIM/TCA in BCSI. copes of which wit be furnished upon request. lines coincide with Joint center tines. 9.Digits indicate size of plate in inches. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII CompuTrus, Inc. Software +7.6.3-$P2(1 L) -E 10 . For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). 6-09-08 (8 N N O EXP. 3/31/13 /2//2/// < IIIII a - ThAMign M*ed 4MInpuf M t AM SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 OF 91&BTR BC: 2x6 OF SS WEBS: 2x4 OF k18BTR TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 1210C. LION. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc U,M20HS,MIBHS,M16 = MiTek MT series N N O M -r 24 4-06-07 12 3.00 C: --- TRUSS SPAN 20'- 1.3' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADING ADDL: TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 01- 0.0' TO 201- 1.3' V ADDL: TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 01- 0.0' TO 201- 1.3' V ADDL: BC UNIF LL( 74.8)+DL( 112.2)= 187.0 PLF 0'- 0.0' TO 20'- 1.3' V ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 201- 1.3' V ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 20'- 1.3' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-04-02 1-05-02 4-09-11 1-05-02 M -4x14 M -7x10 4-09-10 9-04-01 CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=(-5125)0 7. 8=(-809) 1165 7. 1=(-2489) 0 4.10=( 0) 766 2. 3=(-5026) 0 8- 9=( 0) 4961 1- 8=( 0) 4757 10. 5=( -217) 140 3. 4=(-4831) 0 9-10=( O) 4810 8- 2=( -195) 69 5-11=( -211) 67 4. 5=(-5043)0 10.11=( 0) 4953 2. 9=( -238) 129 11. 6=( 0) 4748 5. 6=(-5115) 0 11-12=(-809) 1165 9- 3=( 0) 783 6-12=(-2486) 0 9- 4=( -123) 162 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 2885V -1000/ 1000H 3.50' 3,08 OF ( 625) 20'- 1.3' 0/ 2886V -1000/ 1000H 3.50' 3.08 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.112' @ 91- 4.4' Allowed = 0.651' MAX DL CREEP DEFL = -0.251' @ 9'- 4.4' Allowed = 0.976' MAX TL CREEP DEFL = -0.363' @ 9'- 4.4' Allowed = 0.976' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.251' MAX HORIZ. LL DEFL = 0.018' @ 191- 11.6' MAX HORIZ. TL DEFL = 0.046' @ 191- 11.6' COND 1000.00S DAG OAD Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers 4-06-07 which is non -concurrent with other live loads. 12 a 3.00 4-02-15 4-04-11 2-11-12 4-02-15 4-02-15 I, L <PL:10-00-12 20-01-05 JOB NAME: Young Residence - A29 Scale: 0.3382 �a N N O 2 R. EXP. 3/31/13 WARNINGS: GENERAL NOTES, unless otherwise noted A29 1. Builder and erection wnbactor should be advised of all General Noes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywa9(13C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040892 fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a non -corrosive environment. TRANS I D : 327688 design loads be applied to any component. and are for -dry wnditian' of use. 6. Design assumes full Dearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. necessary. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIANTCA in SCSI. copes of which will be furnished upon request. lines coincide with joint center tines. IIIIII I I II I I III IIII III I III I IIII IIII 8. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). �a N N O 2 R. EXP. 3/31/13 IIIIII M M ThAT FABRICATORS MWe ffo*mput_put LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR; 2x6 OF SS T2 BC: 2x4 OF #1&BTR WEBS: 2x4 OF IfIBTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE: 2x4 BRACING AT 2410C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc throughout 2x4 top chords, 9' oc throughout 2x6 top chords, 9' oc throughout 2x4 bottom chords, 9' oc throughout webs. 27.01-05 HIP SETBACK 7-10.00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 01- 0.0' TO 71- 10.0' V TC UNIF LL( 98.3)+DL( 113.1)= 211.4 PLF 71- 10.0' TO 191- 3.3' V TC UNIF Ll( 40.0)+DL( 46.0)= 86.0 PLF 19'- 3.3' TO 27'- 1.3' V BC UNIF LL( 0.0)+DL( 34.4)= 34.4 PLF 01- 0.0' TO 271- 1.3' V TC CONC LL( 356.9)+DL( 410.4)= 767.2 LBS @ 7'- 10.0' TC CONC LL( 356.9)+DL( 410.4)= 767.2 LBS @ 191- 3.3' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( -80) 110 8- 9=(0) 5022 1- 8=( -178) 0 5.11=( 0) 230 2- 3=(-7254) 0 9.10=(0) 9476 8. 2=(-5812) 0 11- 6=( 0) 2322 3. 4=(-7068) 0 10.11=(0) 9476 2. 9=( 0) 2322 6-12=(-5812) 0 4. 5=(-7068) 0 11-12=(0) 5022 9- 3=( 0) 230 12. 7=( -178) 0 5- 6=(-7254) 0 9. 4=(-2568) 0 6- 7=( -80) 110 10. 4=( 0) 338 4.11=(-2568) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 3117V -1200/ 1200H 3.50' 1.66 OF ( 625) 27'- 1.3' 0/ 3117V -1200/ 1200H 3.50' 1.66 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.166' @ 13'- 6.7' Allowed = 0.884' MAX OL CREEP DEFL = -0.367' @ 13'- 6.7' Allowed = 1.326' MAX TL CREEP DEFL = -0.534' @ 13'- 6.7' Allowed = 1.326' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.367' MAX HORIZ. LL DEFL = 0.050' @ 26'- 9.8' MAX HORIZ. TL DEFL = 0.123' @ 26'- 9.8' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 7-09-12 11-05-13 7-09-12 3-05-08 767.20# 767.20# 4-04-04 5-08-15 6-07-10 3-05-08 3-05-08 t2 12 3.00 0 0 3.00 M -4x10 M -3x10 M -4x10 mlf�-oxtv(s) 6-09-05 6-09-06 6-09-06 6-09-05 <PL:10-00-12 27-01-05 JOB NAME: Young Residence - A30 Scale: 0.2800 WARNINGS: GENERAL NOTES, inadequate wise noted A30 I. Builder and erection convector should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 3. All lateral force resisting elements such as temporary antl permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE stability bracing must be designed by designer of complete structure. 2• o.c. and at 10' o.c. respectively unless braced throughout their lenggth by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. SEQ. : 5040893 fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, TRANS I D : 327688 design loads be applied to any component. and are for -dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handing, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by B. Plates shell be located on both feces of truss. and placed so their center TPIIWTCA in SCSI, copies of which will be furnished upon request. Tines coincide with joint center tines. III VIII II I III II 1111111111111 II II II II I III 9. Digits indicate size opf plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. Forandba icconn11,oEPRte designvalues see ESR-2529(CompuTrus) El 2x4 �r0 EXP. 3/31/13 VIII Th' T ign OWedCATORSMf�mpulMut an LUMBER SPECIFICATIONS TC: 2x4 OF #15BTR BC: 2x4 OF #18 BTR WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <c 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. LION. ------------------------------------- ------------------------------------- NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 =MiTek IT series 4-07-08 12 3.00 c --1- M-2) M-2) 0 c_'T f. 9-01-05 I. <PL:10-00-12 JOB NAME: Young Residence - A31 TRUSS SPAN 27'- 1.3' LOAD DURATION INCREASE= 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-09-12 7-05-14 5-02-04 3-08-15 M -4x8 M-:iYd 4-03-10 M -4x8 CBC201O/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 I. 2=( -13) 100 8- 9=(0) 2339 1- 8=( -185) 0 10. 6=( 0) 369 2- 3=(-2679) 0 9.10=(0) 2871 8. 2=(-2631) 0 6-11=(-2629) 0 3- 4=(-2556) 0 10.11=(0) 2337 2. 9=( O) 368 11- 7=( -185) 0 4- 5=(-2556) 0 9- 3=( 0) 291 5- 6=(-2678) 0 9. 4=( -412) 0 6- 7=( -13) 100 4.10=( -413) 0 5.10=( 0) 291 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' O/ 1355V -75/ 75H 5.50' 1.45 OF ( 625) 27'- 1.3' 0/ 1355V -75/ 75H 3.50' 1.45 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.102' @ 13'- 6.7' Allowed = 0.879' MAX DL CREEP DEFL = -0.227' @ 13'- 6.7' Allowed = 1.318' MAX TL CREEP DEFL = -0.329' @ 13'- 6.7' Allowed = 1.318' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.227' MAX HORIZ. LL DEFL = 0.035' @ 26'- 9.8' MAX HORIZ. TL DEFL = 0.085' @ 26'- 9.8' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 9-09-11 4-07-08 4-07-08 12 a 3.00 M- DAG (0) 8-10-12 27-01-05 Scale: 0.2857 9-01-04 0 2x4 0 EXP. 3/31/13 /Z//Z/// '< WARNINGS: GENERAL NOTES, unless otherwise noted A31 1. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer. not the 2. 1c4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. AU lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(rC) andler drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unfit after all bracing and 4. Installation of buss is the responsibility of the respective contractor. SEQ. : 5040894 fasteners are complete and at no Unca should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 327688 design bads be applied to any component. and are for -dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsib fly for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both laces of truss. and placed so their center TPI/N(rCA in SCSI. copies of which will be furnished upon request. lines coincide with joint center tines. VIII VIII VIII VIII IIII VIII VIII I II III 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). 9-01-04 0 2x4 0 EXP. 3/31/13 /Z//Z/// '< IIIIII so W, M M M ThMign oWed fVWmpu1NWut SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 OF p18BTR BC: 2x4 OF k15BTR WEBS: 2x4 OF g18BTR TC LATERAL SUPPORT <= 12 OC. LION. BC LATERAL SUPPORT <= 12'OC. LION. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc U,M20HS,Ml8HS,Ml6 = MiTek MT series Mcut 0 2 TRUSS SPAN 27'- 1.3' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-09-12 3-05-13 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-2735) 0 7- 8=(-35) 145 7- 1=(-1324) 0 4.10=( 0) 229 2. 3=(-2559) 0 8. 9=( 0) 2627 1. 8=( 0) 2506 10- 5=( -291) 0 3. 4=(-2430) 0 9.10=( 0) 2428 8. 2=( -383) 0 5.11=( -384) 0 4. 5=(-2564) 0 10-11=( O) 2627 2. 9=( -296) 0 11- 6=( O) 2506 5- 6=(-2734) 0 11.12=(-36) 145 9. 3=( 0) 231 6.12=(-1324) 0 9. 4=( -124) 129 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1355V -88/ 88H 5.50' 1.45 OF ( 625) 27'- 1.3' 0/ 1355V -88/ 88H 3.50' 1.45 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.108' @ 15'- 3.3' Allowed = 0.879' MAX OL CREEP DEFL = -0.236' @ 15'- 3.3' Allowed = 1.318' MAX TL CREEP DEFL = -0.344' @ 15'- 3.3' Allowed = 1.318' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.236' MAX HORIZ. LL DEFL = 0.021' @ 26'- 11.6' MAX HORIZ. TL DEFL = 0.054' @ 26'- 11.6' Wind: 85mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.8, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers 11-09-12 which is non -concurrent with other live loads. 5-09-04 6-00-08 4-00-08 5-05-12 5-09-04 12 12 3.00 o M -4x8 M -7x6 a 3.00 3x8 M-Oxi3(b) 5-05-12 5-07-08 5-00-07 5-05-12 5-05-12 <PL:10-00-12 27-01-05 JOB NAME: Young Residence - A32 Scale: 0.3037 EXP. 3/31/13 WARNINGS: GENERAL NOTES, unless otherwise noted A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer. not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chards to be laterally braced at DES. BY: EE stability brac ng must be designed by designer of complete strucNre. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040895fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 327688 design bads be applied to any component. and are for "My condition' of use. 6. Design assumes full bearing at a8 supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage isprovided.truss. 6. This design is furnished subject to the limitations set forth by a 8. Plates shell be located on both faces of truss, end placed so their center in SCSI, copies of which will be furnished upon request Dies coincide with joint center ices. III III II III I III II I II II II III II IIIITPInKTCA 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1888 (MiTek). EXP. 3/31/13 II IIII ThMiBRICAeTORS(MCf0wlnpuirput M SPATES LUMBER SPECIFICATIONS TC: 2x4 OF H18BTR BC: 2x4 OF H18BTR WEBS: 2x4 OF k18BTR TC LATERAL SUPPORT <= 12'0C. ION. BC LATERAL SUPPORT <= 12'OC. UON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,Ml8HS,Mi6 = MiTek MT series M-3 TRUSS SPAN 27'- 1.3' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NDN -CONCURRENTLY. 13-06-11 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.o0 1. 2=(-2848) 0 6. 7=(-39) 145 6- 1=(-1318) 0 8- 4=( -679) 0 2- 3=(-2241) 0 7- 8=( 0) 2722 1. 7=( 0) 2593 4- 9=( -289) 0 3- 4=(-2241) 0 8- 9=( 0) 2720 7- 2=( -289) 0 9- 5=( 0) 2592 4. 5=(-2847) 0 9.10=(-39) 144 2. 8=( -681) 0 5-10=(-1318) 0 8- 3=( 0) 619 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1355V -92/ 92H 5.50' 1.45 OF ( 625) 27'- 1.3' 0/ 1355V -92/ 92H 3.50' 1.45 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.095' @ 131- 6.7' Allowed = 0.879' MAX DL CREEP DEFL = -0.215' @ 13'- 6.7' Allowed = 1.318' MAX TL CREEP DEFL = -0.310' @ 13'- 6.7' Allowed = 1.318' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.215' MAX HORIZ. LL DEFL = 0.019' @ 26'- 11.6' MAX HORIZ. TL DEFL = 0.048' @ 26'- 11.6' Wind: 85mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Designchecked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers 13-06-10 which is non -concurrent with other live loads. 7-00-13 6-05-14 6-05-13 7-00-13 12 12 3.00 o M -4x5 a 3.00 4.0" m-Dxo(a1 6-09-05 6-09-06 6-09-05 6-09-05 :1U-UU-1L 27-01-05 JOB NAME: Young Residence - A33 Scale: 0.3012 Ix10 0 0 R. EXP. 3/31/13 WARNINGS: GENERAL NOTES, unless otherwise noted A 1. Builder and erection contractor should be advised of e0 General Notes 1. This truss design Is adequate for the design parameters shown. Review Truss:33 and Warnings before construction commences. and approval is the responsibility of the building designer. not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at • DES. BY EE stability bracing must be designed b designer of complete structure. ty 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 12/12/2011 0 9 Y B P CompuTrus assumes no responsibility for such bracing. cantlnuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040896 fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment. TRANS I D : 327688 design bads be applied to any component. for and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. plates shall be located on both faces of truss, and placed so their center TPIA4/fCA in BCSI, copies of which will be furnished upon request. Dies coincide with joint center tines. IIII VIII III I I III VIII III I VIII IIII IIII 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). Ix10 0 0 R. EXP. 3/31/13 VIIITh MiTES BRICAMe(MCrf�lnputut 1� LUMBER SPECIFICATIONS TC: 2x4 OF qt&BTR BC: 2x4 OF f11&BTR WEBS: 2x4 OF q1&BTR TC LATERAL SUPPORT - 1210C. UON. BC LATERAL SUPPORT - 1210C. UON. Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc U,U20HS,Ml8HS,MI6 = MiTek MT series O M-3. 2 TRUSS SPAN 27'- 1.3' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 13-06-11 7-00-13 6-05-14 6-05-13 12 3.00 v M -4x5 C8C2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-2845) 0 6. 7=(-508) 678 6. 1=(-1318) 0 8. 4=( -678) 0 2. 3=(-2239) 0 7- 8=( 0) 2718 1. 7=( 0) 2591 4- 9=( -290) 0 3. 4=(-2239) 0 8- 9=( 0) 2717 7- 2=( -290) 0 9- 5=( 0) 2589 4- 5=(-2843) 0 9.10=(-508) 678 2. 8=( -679) 0 5.10=(-1318) 0 8- 3=( 0) 618 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1355V -600/ 600H 5.50' 1.45 OF ( 625) 27'- 1.3' 0/ 1355V -600/ 600H 3.50' 1.45 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.095' @ 13'- 6.7' Allowed = 0.879' MAX DL CREEP DEFL = -0.214' @ 13'- 6.7' Allowed = 1.318' MAX TL CREEP DEFL = -0.309' @ 13'- 6.7' Allowed = 1.318' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.214' MAX HORIZ. LL DEFL = 0.019' @ 26'- 11.6' MAX HORIZ. TL DEFL = 0.048' @ 26'- 11.6' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers 13-06-10 which is non -concurrent with other live loads. 7-00-13 12 a 3.00 M-OXO(J) 6-09-05 6-09-06 6-09-05 6-09-05 L I <PL:10-00-12 27-01-05 JOB NAME: Young Residence - A34 Scale: 0.2762 3X10 N Q O EXP. 3/31/13 OF WARNINGS: GENERAL NOTES, unless otherwise noted A 1. auikler and erection contractor shook! be advised of all General Notes i. This buss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences, and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. buss designer or truss engineer. e resisting elements such as temporary and permanent 3. All lateral force 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their Ionppl1hh by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040897 fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a non -corrosive environment• TRANS I D : 327688 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication• handling,shipment and installation of components. P ^rPo necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIANTCA in BCSI, copies of which will be furnished upon request lines coincide with joint center ices. IIIIII I II III III VIII I I VIII IIII IIII 9. Digits indicate size of plate to inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). 3X10 N Q O EXP. 3/31/13 OF II IIII M SPATES FABRICATORS OWe (MCawmput_put M LUMBER SPECIFICATIONS 18-06-00 HIP SETBACK 8-00-00 FROM END WALL CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 2100F; LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=(-4958) 0 5- 6=(-2) 194 5- 1=(-2292) 0 3. 7=( •376) 116 2x6 OF SS T2 2- 3=(-4788) 0 6. 7=( 0) 4772 1. 6=( 0) 4658 7- 4=( 0) 4624 BC: 2x4 OF #1dBTR LOADING 3. 4=(-4920) 0 7. 8=(-2) 196 6. 2=( -356) 124 4- 8=(-2296) 0 WEBS: 2x4 OF #1&BTR TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0' TO 8'- 0.0' V 6- 3=( -68) 106 TC UNIF LL( 100.0)+DL( 115.0)= 215.0 PLF 8'- 0.0' TO 10'- 6.0' V TC LATERAL SUPPORT <= 121OC. UON, TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 10'- 6.0' TO 18'- 6.0' V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG LENGTH BC LATERAL SUPPORT <= 121OC. LION. BC UNIF LL( 0.0)+DL( 85.0)= 85.0 PLF 0'- 0.0' TO 18'- 6.0' V LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0' OI 2546V -80/ 80H 5.50' 1.36 OF ( 625) TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 81- 0.0' 18'- 6.0' O/ 2546V -80/ 80H 5.50' 1.36 OF ( 625) NOTE: 2x4 BRACING AT 241OC UON. FOR TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 10'- 6.0' ALL FLAT TOP CHORD AREAS NOT SHEATHED VERTICAL DEFLECTION LIMITS: LL=L1360, TL=LI240 ____ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL L •0.073' @ S: L 6.0' Allowed = 0.586' REQUIREMENTS OF CBC 2010 NOT BEING MET. MAX DL CREEP DEFL = •0.179' @ 10'- 6.0' Allowed = 0.879' Connector plate prefix designators: MAX TL CREEP DEFL = -0.252' @ 10'- 6.0' Allowed = 0.879' M,M20HS,Ul8HS (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.179' M,M20HS,M18HS,Y16 = M>Tek MT series AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ( 2 ) complete trusses required. MAX HORIZ. LL DEFL = 0.006' @ 18'- 4.3' Join together 2 ply with 3'x.131 DIA GUN MAX HORIZ. TL DEFL = 0.016' @ 18'- 4.3' nails staggered at: 9' oc throughout 2x4 top chords, Wind: 85 mph, h=15ft, TCDL=13.8,BCOL=10.2, ASCE 7-05, 9' oc throughout 2x6 top chords, Enclosed, Cat.2, Exp.B, MWFRS, 9' oc throughout 2x4 bottom chords, interior zone, load duration factor=1.6 9' oc throughout webs. Design checked for a 300 lbconcentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 7-11-11 2-06-10 7-11-11 802.70# 802.70# 12 12 3.00 c�- a 3.00 M- v 0 0 G L 6-11-04 L <PL:10-00-12 JOB NAME: Young Residence - A35 M -5x6 z M -8x8 4-09-04 6-09-06 18-06 Scale: 0.3713 X8 v 0 CO 0 EXP. 3/31/13 /2//2/// < WARNINGS: GENERAL NOTES, unless otherwisenoted: A3 5 t. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for theadesign ign parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY : EE stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their leng9th by continuous sheathing such as sheathing(TC) and/or drywall(BC). DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. plywood 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective connector. SEQ. : 5040898steners are complete and at no time should any bads greater than 5. Design assumes busses are to be used in a non -corrosive environment, TRANS I D : 327688 design loads be applied to any component. for and are for 'dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to fire limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI W1CA in BCSI, copes of which will be furnished upon request. lines coincide with joint center ices. III II I I II I III I VIII II I II II IIII III 9.Digits indicate site of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). X8 v 0 CO 0 EXP. 3/31/13 /2//2/// < II IIII SPATES FABRICATORS (MC) put LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR BC: 2x8SP M-23 WEBS: 2x4 DF #18BTR TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 12'OC. UON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc throughout 2x4 top chords, 9' oc throughout 2x8 bottom chords, 9' oc throughout webs. TRUSS SPAN 26'- 2.8' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADING ADDL: TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 01- 0.0' TO 26' ADDL: TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 0'- 0.0' TO 26' ADDL: BC UNIF LL( 81.4)+DL( 122.1)= 203.5 PLF 71• 0.8' TO 13' ADDL: BC UNIF LL( 106.3)+DL( 159.4)= 265.8 PLF 14'- 6.8' TO 22' ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 26'- 2.8' V ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 26'- 2.8' V ADDL: BC CONC LL+DL= 2571.0 LBS @ 7'- 8.5' ADDL: BC CONC LL+DL= 1153.0 LBS @ 13'- 6.8' ADDL: BC CONC LL+DL= 468.0 LBS @ 23'- 7.5' ADDL: BC CONC LL+DL= 4179.0 LBS @ 24'- 9.2' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ** HANGER TO APPLY CONC. LOADS AS GIVEN LOAD(S) TO ALL MEMBERS. 8-00 18-02-12 4-01-12 3-10-04 6-02-01 6-01-03 5-11-07 12 3.00 v M -5x6 M -3x10 M -5x7 M-; N tb O N VERTICAL DEFLECTION LIMITS: LL=L1360, TL=LI240 MAX LL DEFL = 0.058' @ 14'- 2.1' Allowed = 0.849' MAX OL CREEP DEFL = -0.294' @ 14'- 2.1' Allowed = 1.274' MAX TL CREEP DEFL = •0.346' @ 14'- 2.1' Allowed = 1.274' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.294' MAX HORIZ. LL DEFL = -0.013' @ 261- 1.0' MAX HORIZ. TL DEFL = 0.055' @ 26'- 1.0' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. + Laterally brace to roof diaphragm + 2x4 web brace required. =M -8x8 -m- I Uxlvta) M -[AD **j2� 571# **y 1153# L 468#4 * 4179#r� L L , 3 -11U -U4 4=03.00 6 00 06 5-09-11 4-09-03 1-05-13 <PL:10-00-12 JOB NAME: Young Residence - A36 26-02-12 Scale: 0.2689 CBC201011BC2009 MAX MEMBER FORCES 4WR/GDF1Cq=1.00 1. 2=(-6054) 0 7. 8=(-50) 248 7- 1=(-5264) 0 4-11=(•3426) 0 2. 3=(-9260) 0 8- 9=( 0) 6112 1. 8=( 0) 6674 11. 5=( 0) 3762 3. 4=(-9000) 0 9-10=( 0) 10078 8. 2=(-3490) 0 5-12=(-6218) 0 2. Design assumes the top and bottom chords to be laterally braced at 4. 5=(-7320) 0 10.11=( 0) 10078 2. 9=( 0) 3648 12- 6=( 0) 8528 2.8' V 5. 6=(-2572) 0 11-12=( 0) 7064 3. 9=( 0) 1880 6-13=(-8444) 0 2.8' V fasteners are complete and at no time should any loads greater than 12.13=( 0) 286 9- 4=(-1322) 0 and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 0.8' V 5. CompuTrus has no control over and assumes no responsibility for the 10- 4=( 0) 2222 fabrication, handling, shipment and installation of components.necessary. 6.8' V 6. This design is furnished subject to the Dmitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'• 0.0' 01 5320V -911 86H 3.50' 2.20 SP ( 805) 26'• 2.8' 01 9021V 911 86H 5.50' 3.74 SP ( 805) 8-00 18-02-12 4-01-12 3-10-04 6-02-01 6-01-03 5-11-07 12 3.00 v M -5x6 M -3x10 M -5x7 M-; N tb O N VERTICAL DEFLECTION LIMITS: LL=L1360, TL=LI240 MAX LL DEFL = 0.058' @ 14'- 2.1' Allowed = 0.849' MAX OL CREEP DEFL = -0.294' @ 14'- 2.1' Allowed = 1.274' MAX TL CREEP DEFL = •0.346' @ 14'- 2.1' Allowed = 1.274' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.294' MAX HORIZ. LL DEFL = -0.013' @ 261- 1.0' MAX HORIZ. TL DEFL = 0.055' @ 26'- 1.0' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. + Laterally brace to roof diaphragm + 2x4 web brace required. =M -8x8 -m- I Uxlvta) M -[AD **j2� 571# **y 1153# L 468#4 * 4179#r� L L , 3 -11U -U4 4=03.00 6 00 06 5-09-11 4-09-03 1-05-13 <PL:10-00-12 JOB NAME: Young Residence - A36 26-02-12 Scale: 0.2689 EXP. 3/31/13 /2//2///'4 WARNINGS: GENERAL NOTES, unless otherwise noted A36 1. Builder and erection contractor should be advised of allGeneral Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 20 compression web bracing must be installed where shown +. buss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE stab lily bradng must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(aC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be appled to any component until after all bracing and 4. InstallaUon of truss is the responsibility of the respective contractor. SE Q . : 5040899 SEQ. fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a noncorrosive environment. C p p 88 TRANS I D : 327688 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if V 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the Dmitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPINVECA in SCSI, espies of which will be furnished upon request. Dies coincide with joint center ices. IIIIII VIII III I I III VIII VIII VIII IIII IIII 9. Digits indicate size of Plate in inches. CompuTrus, Inc. Software 7.6.3(1 L) -E 10. For basic connector plate design values we ESR -2529 (CompuTrus) and/or ESR -1311,E R-1988 (MiTek). EXP. 3/31/13 /2//2///'4 IIIIII SPATMABRICAeTORS 1M input put M LUMBER SPECIFICATIONS TC: 2x4 OF k18BTR BC: 2x6OF SS WEBS: 2x4 OF H18BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12'OC. LION. Single member as shown. Hangers attached to the bottom chord will have 1.5' max. nail penetration. Unbalanced live loads have been considered for this design. 3-09-12 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,MI6 = MiTek MT series N O N M-3 M 11-03.00 CORNER GIRDER BC SETBACK 14-00.00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 01- 0.0' TO 11' - BC UNIF LL( 308.4)+DL( 476.7)= 785.1 PLF 0'- 0.0' TO 11' - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3-10-04 3-04-08 12 2.12 CBC2010/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2= -72) 252 6.7=( -24) 0 6.1=( -18) 181 3.9=(-1627) 0 2-3= -1177) 0 7-8=(-157) 74 1-7=( -282) 61 9.4=( -227) 17 3.4=( -50) 40 8-9=( 0) 1071 7-2=(-1254) 0 3.0' I 4-5=( -5) 0 2.8=( 0) 1434 3.0' I 8-3=( 0) 1194 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 3'- 6.2' 0/ 2266V -92/ 86H 7.94' 2.42 OF ( 625) 11'- 3.0' 0/ 2641V -921 86H 2.50' 2.82 OF ( 625) 0-02-08 M -2x4 3-04-08 4-00 3-08-12 3-06-04 7-08-12 L L `•POO 00 131 oo JOB NAME: Young Residence - A37 Scale: 0.4370 Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0,022' @ 71- 4.8' Allowed = 0.229' MAX OL DEFL = -0.013' @ 71- 4.8' Allowed = 0.343' MAX TL CREEP DEFL = -0.022' @ 7'- 4,8' Allowed = 0.343' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.020' MAX HORIZ. LL DEFL = 0.003' It 10'- 10.7' MAX HORIZ. TL DEFL = 0.003' @ 10'- 10.7' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 ;, /Z //2/// '< WARNINGS: GENERAL NOTES, unless otherwise noted A3 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer. not the 2. 2x4 compression web bracing must be installed where shown +. buss designer or truss engineer. 3. An lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY : AM staWliry brat ng must De designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5041243 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment. TRANS I D : 327 723 design bads be applied to any component. and are for "dry condition' of use. 6. Design assumes full bearing at ell supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIANfCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center ices. III II IIII II I VIII I I III I VIII I (III 9.Digits indicate size of Plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E is conn c oESRte designivalues see ESR -2529 (CompuTrus) 10, For basic and/or Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0,022' @ 71- 4.8' Allowed = 0.229' MAX OL DEFL = -0.013' @ 71- 4.8' Allowed = 0.343' MAX TL CREEP DEFL = -0.022' @ 7'- 4,8' Allowed = 0.343' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.020' MAX HORIZ. LL DEFL = 0.003' It 10'- 10.7' MAX HORIZ. TL DEFL = 0.003' @ 10'- 10.7' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 ;, /Z //2/// '< IIIIII ThMign OWed �..PIIMput 4W SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 OF 918BTR BC: 2x4 OF g1SBTR WEBS: 2x4 OF H15BTR TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 1210C. LION. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 26'- 2.8' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-00 16-02-12 5-01-12 4-10-04 5-06-01 5-02-09 12 3.00 CM - 5x6 M -3x4 M-3 N rn O N col- Dxo(a) CBC2010/IBC2009 MAX MEMBER FORCES 4WR)GDF)Cq=1.00 11- 2=(-1496) 0 7- 8=(-80) 98 7- 1=(-1274) 0 4.10=( -507) 0 2- 3=(-1715) 0 8. 9=( 0) 1460 1. 8=( 0) 1545 10- 5=( 0) 650 3- 4=(-1604) 0 9-10=( 0) 1666 8. 2=( -670) 0 5-11=(-1558) 0 4. 5=(-1429) 0 10-11=( 0) 1125 2- 9=( 0) 216 11. 6=( -205) 0 5. 6=( -47) 6 3- 9=( 0) 133 9- 4=( -167) 66 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0) 1304V -104) 99H 3.50' 1.39 OF ( 625) 26'- 2.8' 0) 1319V -104) 99H 5.50' 1.41 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L)360, TL=L)240 MAX LL DEFL = -0.037' @ 15'- 6.1' Allowed = 0.849' MAX DL CREEP DEFL = -0.083' @ 15'- 6.1' Allowed = 1.274' MAX TL CREEP DEFL = -0.121' @ 15'- 6.1' Allowed = 1.274' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.083' MAX HORIZ. LL DEFL = 0.015' @ 25'- 11.2' MAX HORIZ. TL DEFL = 0.038' @ 25'- 11.2' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 5-06-01 ::M -4x4 M -2x4 4.10.04 5-03-08 7-11-10 8-01-06 j<PL:10-00-12 26-02-12 JOB NAME: Young Residence - A38 Scale: 0.2665 u N N O U) EXP. 3/31/13 Vii. /Z //Z / / l �< OF WARNINGS: GENERAL NOTES, unless otherwise noted A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer. not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE stabilitybracing must be designed b designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by DATE: 12/12/2011 B 9 Y g P CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040901 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 327688 design loads be applied to any component. and are for 'dry condition' of use. 6. Design assumes full Dearing et all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. plates shell be located on both laces of truss, and placed so their center in BCSI, copies of which will be furnished upon request. tines coincide with joint center lines. IIIIII VIII VIII VIII II I II II VIII II IIIITPINVECA 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10For . ddes88 ignvale. s see ESR -2529 (CompuTrus) ba is conneR-I and 1toESRte u N N O U) EXP. 3/31/13 Vii. /Z //Z / / l �< OF II IIII SPATES FABRICATORS e (MC) Ompu> put _ LUMBER SPECIFICATIONS TC: 2x4 OF q1&BTR BC: 2x4 OF q1&BTR WEBS: 2x4 OF qt&BTR; 2x6 OF SS A TC LATERAL SUPPORT - 1210C. LION. BC LATERAL SUPPORT <= 1210C. UON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,Ml8HS,Ul6 = MiTek MT series ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc throughout 2x4 top chords, 9' oc throughout 2x4 bottom chords, 9' oc throughout webs. M -4x; N m O N 6 L 6 06 08 I. J<PL:10-00-12 TRUSS SPAN 26'- 2.8' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: TC CONC LL+DL= 2400.0 LBS @ 11'- 7.5' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. LOADS AS GIVEN 11-04-08 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 1. 2=(-3538) 0 6. 7=(-76) 126 6. 1=(-2602) 0 8- 4=( 0) 1942 2. 3=(-4592) 0 7- 8=( 0) 3486 1. 7=( 0) 3620 9- 4=( 0) 284 3- 4=(-4386) 0 8. 9=( 0) 2850 7- 2=(-1468) 0 4.10=(-3554) 0 4. 5=( -50) 6 9-10=( 0) 2850 2. 8=( 0) 1184 10. 5=( .228) 0 8. 3=(-1634) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 2636V -111/ 106H 3.50' 1.41 OF ( 625) 26'- 2.8' 0/ 2387V -111/ 106H 5.50' 1.27 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.024' @ 11'- 4.5' Allowed = 0.849' MAX DL CREEP DEFL = -0.158' @ 11'- 4.5' Allowed = 1.274' MAX TL CREEP DEFL = -0.177' @ 11'- 4.5' Allowed = 1.274' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.158' MAX HORIZ. LL DEFL = -0.008' @ 25'- 11.2' MAX HORIZ. TL DEFL = 0.040' @ 25'- 11.2' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord 14-10-04 live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 5-10 12 2400q 5-06-08 11 47-05-02 7-05-02 3.00 M -5x6 M -3x10 M -2x4 3 4 5 M-8x14(S) s.nn.19 7-02-06 26-02-12 JOB NAME: Young Residence - A39 -3x8+ O 0 L 7-05-02 Scale: 0.2643 EXP. 3/31/13 /Z //Z /// '< L WARNINGS: GENERAL NOTES, unless otherwise noted: A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for thea design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 7. All lateral force resisting elements such as temporary end permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE stabilitybracing must be designed b designer of complete structure. 2' at to' respectivelylunless braced throughout their length by DATE: 12/12/2011 9 9 Y 9 P CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(rC)and/or drywall(BC). continuous ou in 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. . : 5040902 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment. C p p TRANS I D : 327688 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. plates shall be located on both laces of truss. and placed so their center TPI/WfCA in SCSI, wiles of which will be furnished upon request. lines coincide with joint center ices. 11111111111111111111111111111111111111111111 II IIIIIIIIIIIIIII IIIIIIIIIIII 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software +7.6.3-SP2(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 M,Tek). EXP. 3/31/13 /Z //Z /// '< L VIII i i _ ThMign Med f�mputivwut SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR; 2x6OF SS T2 BC: 2x4 OF #1&BTR WEBS: 2x4 OF #1&BTR; 2x6 OF SS A TC LATERAL SUPPORT - 1210C. LION. BC LATERAL SUPPORT c 1210C. UON. ------------------------------------- ------------------------------------- NOTE: 2x4 BRACING AT 24'OC LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series M -3x v 0 co 5 6-05-11 12 3.00 0 TRUSS SPAN 21'- 4.7' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: TC CONC LL+DL= 2400.0 LBS @ 13'- 10.5' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOADS AS GIVEN LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2010. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc throughout 2x4 top chords, 9' oc throughout 2x6 top chords, 9' oc throughout 2x4 bottom chords, 13-10-01 9' oc throughout webs. 7-06-10 6-09-05 8-01-11 M -12x14 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-2180)0 5.6= -948) 1034 5-1=(-1978) 0 7.3=( 0) 360 2-3=(-2188) 0 6.7=' 0) 2806 1.6=( 0) 2350 3-8=(-3548) 0 3.4=( -186) 236 7-8=( O) 2802 6.2=( -540) 0 8-4=( -392) 0 6.3=(-1236) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 2031V -1000/ t000H 4.00' 1.08 OF ( 625) 21'- 4.7' 0/ 2854V -1000/ 1000H 5.50' 1.52 OF ( 625) M -2x4 m-JA14IJI 6-05-11 6-06-09 8-04.07 �. L <PL:10-00-12 21-04-11 JOB NAME: Young Residence - A40 Scale: 0.2824 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.011' @ 61- 5.3' Allowed = 0.687' MAX OL CREEP DEFL = -0.066' @ 13'- 3.0' Allowed = 1.030' MAX TL CREEP DEFL = -0.075' @ 13'- 3.0' Allowed = 1.030' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.066' MAX HORIZ. LL DEFL = 0.007' @ 21'- 1.2' MAX HORIZ. TL DEFL = 0.027' @ 21'- 1.2' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.8, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 /2//2///'< WARNINGS: GENERAL NOTES, unless otherwise noted A40 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer. not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as tempand permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. SEQ. : 5040903fasteners are complete and at no time should any loads greater than . Design assumes trusses are to be used in a non -corrosive environment. TRANS I D : 327688 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at as supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling,necessary. shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by S. Plates shall be located on both faces of truss, and placed so their center in BCSI, copies of which will be furnished upon request. lines coincide with joint center ices. IIIIII III II I I III VIII VIII VIII I IIIITPIAKTCA 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software +7.6.3-SP2(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.011' @ 61- 5.3' Allowed = 0.687' MAX OL CREEP DEFL = -0.066' @ 13'- 3.0' Allowed = 1.030' MAX TL CREEP DEFL = -0.075' @ 13'- 3.0' Allowed = 1.030' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.066' MAX HORIZ. LL DEFL = 0.007' @ 21'- 1.2' MAX HORIZ. TL DEFL = 0.027' @ 21'- 1.2' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.8, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 /2//2///'< VIII SPATMignICATORS Me(MCf�mput_put I= LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR; 2x6 OF SS T2 BC: 2x6OF SS WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT - 12'OC. UON. BC LATERAL SUPPORT <= 1210C. LION. NOTE 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ------------- Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,Cl8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc throughout 2x4 top chords, 9' oc throughout 2x6 top chords, 9' oc throughout 2x6 bottom chords, 9' oc throughout webs. 7-07-11 4-01-08 3-06-03 TRUSS SPAN 31'- 3.2' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADING ADDL: TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 0'- 0.0' TO 31' ADDL: TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 0'- 0.0' TO 31' ADDL: BC UNIF LL( 10.5)+DL( 15.8)= 26.2 PLF 0'- 0.0' TO 5' ADDL: BC UNIF LL( 32.5)+DL( 48.7)= 81.2 PLF 7'- 0.8' TO 13' ADDL: BC UNIF LL( 72.8)+DL( 109.2)= 182.0 PLF 141• 0.0' TO 31' ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 31'- 3.2' V ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 31'- 3.2' V ADDL: TC CONC LL+DL= 561.0 LBS @ 10'- 0.8' ADDL: TC CONC LL+DL= 733.0 LBS @ 7'- 8.0' ADDL: BC CONC LL+DL= 72.0 LBS @ 6'- 9.3' ADDL: BC CONC LL+DL= 343.0 LBS @ 14'- 0.8' LOADS AS GIVEN BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2010. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 3-10-13 4-02-05 12 3.00 0 733# y ** HANGER TO APPLY CONC. LOAD(S) 561# TO ALL MEMBERS. 17-07- 15 5-08-14 5-10-10 12 3.00 t� M- M -4x5 VERTICAL DEFLECTION LIMITS: LL=LI360, TL=LI240 MAX LL DEFL = -0.095' @ 11'- 6.5' Allowed = 1.023' MAX DL CREEP DEFL = -0.351' @ 11'• 6.5' Allowed = 1.534' MAX TL CREEP DEFL = -0.444' @ 111- 6.5' Allowed = 1.534' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.351' MAX HORIZ. LL DEFL = 0.022' @ 0'- 1.8' MAX HORIZ. TL DEFL = 0.062' @ 31'- 1.4' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, 2-00-12 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 5-08-14 2-00-12 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 12 IIM-4x4 a 3.00 4.0" 7 M -7x6 2. 7 lu 12 13_?514 15 16 n < I. M -2x6 M -5x7 M -3x6 M -5X0 M -4x6 M -7x8 M -3x4 <PL:10-00;12 i 72# I M-7x6(S) L ,1343#+* 3-10 3-00-04 4-08-04 5-08-14 5-10-10 6-00-06 2-00-12 31-03-03 JOB NAME: Young Residence - A41 Scale: 0.1816 CBC2010/IBC2009 MAX MEMBER FORCES 4WRIGDFICq=1.00 1- 2=( -5238) 0 9.10=(-3326) 3610 9. 1=(-4630) 0 4-14=(-2696) 0 2. 3=(-11244) 0 10-12=( 0) 6158 1-10=( 0) 5858 14. 5=( 0) 2764 3. 4=(-10452) 0 12-13=( 0) 6198 10- 2=(-1898) 0 5.15=(-3696) 0 4- 5=( -7440) 0 13.14=( 0) 9336 2.11=( 0) 5786 15- 6=( 0) 4050 3.2' V 5. 6=( -4568) 0 14-15=( 0) 7026 12-11=( -876) 0 6.16=(-4912) 0 3.2' V 6. 7=( -1184) 0 15.16=( -374) 5504 11- 3=( 0) 1310 16. 7=( 0) 272 0.8' V 7. 8=( -1130) 0 16.17=(-3452) 3530 11-13=( 0 4880 16. 8=( 0) 4558 0.8' V 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5041244 11- 4=( 0; 1288 B-17=(-4814) 0 3.2' V TRANS I D : 327723 design loads be applied to any component. 13- 4=(-1562) 0 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH 8. Plates shall be located on both faces of truss, and placed so their center LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0' OI 4393V -35001 3500H 3.50' 2.34 OF ( 625) 7PIMITCA in SCSI copies of which will be furnished upon request. 31'- 3.2' OI 4921V -35001 3500H 3.50' 0.92 DF (1782) ADDL: BC CONC LL+DL= 343.0 LBS @ 14'- 0.8' LOADS AS GIVEN BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2010. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 3-10-13 4-02-05 12 3.00 0 733# y ** HANGER TO APPLY CONC. LOAD(S) 561# TO ALL MEMBERS. 17-07- 15 5-08-14 5-10-10 12 3.00 t� M- M -4x5 VERTICAL DEFLECTION LIMITS: LL=LI360, TL=LI240 MAX LL DEFL = -0.095' @ 11'- 6.5' Allowed = 1.023' MAX DL CREEP DEFL = -0.351' @ 11'• 6.5' Allowed = 1.534' MAX TL CREEP DEFL = -0.444' @ 111- 6.5' Allowed = 1.534' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.351' MAX HORIZ. LL DEFL = 0.022' @ 0'- 1.8' MAX HORIZ. TL DEFL = 0.062' @ 31'- 1.4' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, 2-00-12 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 5-08-14 2-00-12 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 12 IIM-4x4 a 3.00 4.0" 7 M -7x6 2. 7 lu 12 13_?514 15 16 n < I. M -2x6 M -5x7 M -3x6 M -5X0 M -4x6 M -7x8 M -3x4 <PL:10-00;12 i 72# I M-7x6(S) L ,1343#+* 3-10 3-00-04 4-08-04 5-08-14 5-10-10 6-00-06 2-00-12 31-03-03 JOB NAME: Young Residence - A41 Scale: 0.1816 0 co EXP. 3/31/13 7.a//2///'< WARNINGS: GENERAL NOTES, unless otherwise noted: A41 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for theadesign parameters shown. Review Truss: end Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM ng must be designed by designer of complete structure. stability bracing o.c. and at 10' o.c. respectively unless braced throughout their lenh by ggt DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) andlor drywaD(aC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5041244 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, TRANS I D : 327723 design loads be applied to any component. and are for -dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center 7PIMITCA in SCSI copies of which will be furnished upon request. Dies coincide with joint center ices. IIIIII I I II I VIII VIII I 11111111111111 I I IIII III S. Digits Indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1088 (MiTek). 0 co EXP. 3/31/13 7.a//2///'< IIIIIIM =" r M== M== M M LUMBER SPECIFICATIONS TC: 2x4 OF k18BTR BC: 2x4 OF N18BTR; 2x6 OF SS B1 WEBS: 2x4 OF g18BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,6 HS,Y16 = MiTek Y7 series N O tT O eo c M-; v O CV Lo O N 10-05-11 4-07-06 4-03-14 12 3.00 C:---- TRUSS SPAN 31'- 3.2' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD c 50.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 9'- 1.0' TO 14' BC UNIF LL( 0.0)+OL( 15.0)= 15.0 PSF 18'- 1.0' TO 23' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2010. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOADS AS GIVEN 3-10-13 5-05-04 14-09-15 3-08-09 5-01-12 12 3.00 C--1- 1.0' V 1.0' V _ Th Mign IWed f�mput put tM SPATES FABRICATORS (MC) CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=(-2185) 0 10.11=(-145) 198 10. 1=(-1890) 0 7-15=( -633) 0 2. 3=(-3365) 0 11.12=( 0) 2191 1.11=( 0) 2320 16.15=( 0) 370 3. 4=(-3234) 0 12.13=( 0) 3229 11- 2=(-1500) 0 15-17=(-3291) 0 4- 5=(-3229) 0 13-14=( 0) 3267 2-12=( 0) 1352 15- 8=(-2178) 0 5- 6=(-3053) 0 14.16=( 0) 2875 12. 3=( -53) 170 17. 8=( O) 453 6- 7=( 0) 1676 16-17=( 0) 2859 13. 5=( -509) 0 17. 9=( 0) 1797 7- 8=( 0) 1611 17.18=(-186) 102 5.14=( -607) 0 9.18=(-1959) 0 8. 9=( -454) 0 14- 6=( O) 1025 6.15=(-4434) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1999V -196/ 174H 3.50' 2.13 OF ( 625) 31'- 3.2' 0/ 2015V -196/ 174H 3.50' 2.15 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.311' @ 14'- 4.5' Allowed = 1.023' MAX DL CREEP DEFL = -0.578' @ 14'- 4.5' Allowed = 1.534' MAX TL CREEP DEFL = -0.778' @ 14'- 4.5' Allowed = 1.534' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.578' MAX HORIZ. LL DEFL = 0.032' @ 31'- 1.4' MAX HORIZ. TL DEFL = 0.075' @ 31'- 1.4' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, 2-00-12 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 5-09-14 2-02-08 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers 12 which is non -concurrent with other live loads. a 3.00 M -5x12 M -2X4+ M -2X4 4-03-14 4-07-06 5-01-12 4-00-01 5-00 6-01-06 2-00-12 <PL:10-00-12 31-03-03 JOB NAME: Young Residence - A42 Scale: 0.2005 1x6 1[Y N O co EXP. 3/31/13 WARNINGS: GENERAL NOTES, unless otherwise noted: A42 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 2• Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall $C). DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040905 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used In a non -corrosive environment, design loads be applied to any component. and are for -dry condition' of use. TRANS I D : 327688 S. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,shipment and installation of components. P rnPo necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TP in SCSI, copes of which will be furnished upon request lines coincide with joint center ices. (VIII I II II I I III II III II IIII III III 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1888 (MiTek). 1x6 1[Y N O co EXP. 3/31/13 II IIII w LUMBER SPECIFICATIONS TC: 2x4 OF p13BTR; 2x4 OF 210OF T2 BC: 2x4 OF k13BTR; 2x4 OF 210OF B1 WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE 2x4 BRACING AT 16'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 11-07-11 4-07-07 4-03-13 1-06 -`t- 12 3.00 0 W = w = M � M TRUSS SPAN 31'- 3.2' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF SC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 91- 1.0' TO 141- 1.0' V BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 181- 1.0' TO 231- 1.0' V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2010. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 3-10-13 3-09 1-03-12-06-09 13-07-15. 5-01-12 12 3.00 0 M -4x12 M -2x4 8 M -5x6 M -3x12 15 M -4x10 M -3x5 7 MrA 5 6 + M -5x7 2 O M -2x41 ' 0 w + 0 5-00 v 0 2X6 2X6 N bo 14 16 <1M -5x6 M-412 3x6 M -2x4 130.25' M_ 4x6 M -2x4+ M 3x5 M -2x4 MHS -504(S) M -2x4- M -2x4+ 8-11-04 5-03-08 3-08-08 5-01-12 j<PL:10-00-12 31-03-03 JOB NAME: Young Residence - A43 5-09-14 LOADS AS GIVEN 2-00-12 _ Th�ign NWed flmfipu�put SPATES FABRICATORS (MC) CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -36) 7811.12=( 0) 2146 1.11=( -194) 0 16.15=( 0) 386 2- 3=(-3114) 0 12.13=( 0) 2999 11- 2=(-2811) 0 15-17=(-3233) 0 3. 4=(-3076) 0 13.14=( 0) 3201 2-12=( 0) 1113 15- 9=(-2090) 0 4- 5=(-2999) 0 14-16=( 0) 2825 12. 3=( -241) 2 17- 9=( 0) 439 5- 6=(-3022) 0 16.17=( 0) 2811 5.13=( 0) 787 17.10=( 0) 1789 6- 7=(-2992) 0 17.18=(-185) 102 13. 6=( -894) 0 10-18=(-1950) 0 7- 8=(0) 1600 6.14=( -804) 0 8- 9=( O) 1534 14. 7=( 0) 1064 9.10=( -452) 0 7.15=(-4309) 0 8.15=( -645) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 2008V -195/ 174H 3.50' 2.14 OF ( 625) 31'- 3.2' 0/ 2006V -195/ 174H 3.50' 2.14 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.408' @ 14'- 4.5' Allowed = 1.023' MAX DL CREEP DEFL = -0.717' @ 14'- 4.5' Allowed = 1.534' MAX TL CREEP DEFL = -0.968' @ 14'- 4.5' Allowed = 1.534' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.717' MAX HORIZ. LL DEFL = 0.042' @ 31'- 1.4' MAX HORIZ. TL DEFL = 0.099' @ 31'- 1.4' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 2-02-08 Design checked far a 300 lb concentrated top chord live load perIBC 2009 due to maintenance workers which is non -concurrent with other live loads. 12 a 3.00 M -7x8 8.0' 9 .r-1 � M -6x6 4. 18 M -7x8 M -2x4 6-01-06 2-00-1 Scale: 0.1848 t2 N O 00 EXP. 3/31/13 ?"/Z//Z///'< WARNINGS: GENERAL NOTES, unless otherwise noted: A 1. Builder and erection Contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss:43 and Warnings before Construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE stability bracing must be designed by designer of complete structure.2' o.c. and at 10' o.c. respectively unless braced throughout their length bycture. DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any Component unfit after all bracing and 4. Installation of Coss is the responsibility of the respective Contractor. SEQ. S E Q . : 5040906 fasteners are complete and at no lime should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, TRANS I D : 327688 design bads be applied to any component. and are for 'dry conditin-oof use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to Na limitalons set forth by 8. Plates shall be located on both faces of tmss, and placed so their center TPIIWTCA in SCSI, copies of which will be furnished upon request. lines Coindde with Joint center tines. (IIIII (IIII II III III IIIII III IIIII IIII III 9.Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 iTek). t2 N O 00 EXP. 3/31/13 ?"/Z//Z///'< 111111 -MM M�MM..M= LUMBER SPECIFICATIONS TC: 2x4 OF g18BTR BC: 2x4 OF k16BTR WEBS: 2x4 OF N118TR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 31'- 3.2' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 9'- 1.0' TO 14'- 1.0' V BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 18'- 1.0' TO 23'- 1.0' V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2010. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOADS AS GIVEN 29-02-07 4-05 4-06-04 3-06-09 1-10-11 3-06-12 5-03-08 12 12 3.001 3.00 C--- M -7x10 M -2x4 M-400 M -4x6 M-606 a s M -2x4 ' 3 M -5x7 2 O rn 0 v 5-00 5-00 5-09-14 2-00-12 M ThMign @Wed tmmpuisput SPATES FABRICATORS (MC) CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( -34) 78 11.12=( 0) 2073 1-11=( -180) 0 8- 9=(-2522) 0 2. 3=(-3019) 0 12-13=( 0) 2885 11. 2=(-2753) 0 16. 9=( 0) 480 3- 4=(-2990) 0 13-14=( 0) 2879 2.12=( 0)1031 16.10=( 0) 1783 4- 5=(-2885) 0 14.15=( 0) 2848 12. 3=( -268) 8 10-17=(-1944) 0 5. 6=(-2892) 0 15.16=( 0) 2831 13. 5=( 0) 226 6- 7=( 0) 2054 16.17=(-195) 102 5-14=( -279) 275 6- 8=(-4744) 0 14- 6=( -88) 267 7- 9=( 0) 1950 7- 8=( -705) 0 9-10=( -450) 0 15- 8=( O) 414 8-16=(-3294) 0 BEARING MAX VERT MAX HORZ BAG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 2008V -204/ 174H 3.50' 2.14 OF ( 625) 31'- 3.2' 0/ 2006V -204/ 174H 3.50' 2.14 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.257' @ 17'- 9.5' Allowed = 1.023' MAX DL CREEP DEFL = -0.446' @ 18'- 3.2' Allowed = 1.534' MAX TL CREEP DEFL = -0.598' @ 18'- 3.2' Allowed = 1.534' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.446' MAX HORIZ. LL DEFL = 0.041' @ 31'- 1.4' MAX HORIZ. TL DEFL = 0.097' @ 31'- 1.4' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 2-02-08 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with utlter live loads. 12 a 3.00 M -5x12 9.tr-_0-0r _M -6x6 `a M -4x6 M -2x4 M -3x5 0.25" M -2x4+ M -3x5 M -7x8 M -2x4 M -2x4 M-5x12(S) M -2x4+ M -2x4 8-11-04 5-01-12 3-10-05 5-01-12 6-01-06 2-00-1P j<PL:10-00-12 31-03-03 JOB NAME: Young Residence - A44 7 Scale: 0.1837 N O Go EXP. 3/31/13 /Z//Z/// '< WARNINGS: GENERAL NOTES, unless otherwise noted A44 i. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval Is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE • stability bracing must be designed b designer of complete structure. N W 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE • 12/12/2011 9 0 Y 9 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(13C). 3. 2x Impact bridging or lateral bmcing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040907 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, TRANS I D : 327688 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 6. Plates shall be located on both faces of truss, and placed so their center TPIMlrCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center tines. to 11111111 1111111111 111 11111111 111111111 9. Digits indicate size of plate inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values we ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1088 (MiTek). N O Go EXP. 3/31/13 /Z//Z/// '< illlll tee. �■r , fs r M ThMign M.ed 'i13mputlput I_ SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 OF qt&BTR BC: 2x4 OF N1&BTR WEBS: 2x4 OF q1&BTR TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT - 1210C. UON. NOTE: 2x4 BRACING AT 2410C LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED - Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,916 = MiTek MT series M-2 co cD O N TRUSS SPAN 31'- 3,2' LOAD DURATION INCREASE= 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF BC UNIF LL( 0.0)+OL( 15.0)= 15.0 PSF 9'- 1.0' TO 14'- 1.0' V BC UNIF LL( 0.0)+OL( 15.0)= 15.0 PSF 18'- 1.0' TO 23'- 1.0' V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2010. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOADS AS GIVEN 29-02-07 4-06-02 1 4-05-02 5-03-08 1 3-06-12 2-04-03 3-01-01 1 5-09-14 12 3.00 C --- 12 3.00 r-1- CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( -34) 78 12-13=( 0) 2102 1-12=(-181) 0 17.10=( O) 356 2- 3=(-3009) 0 13-14=( 0) 2877 12. 2=(-2772) 0 17.11=( O) 1839 3- 4=(-3009) 0 14.15=( 0) 2597 2.13=( 0) 993 11.18=(-2001) 0 4. 5=(-2871) 0 15-16=( 0 ) 2598 13- 3=( •346) 0 5- 6=(-2848) 0 16-17=( 0) 2577 14. 4=( •225) 102 6- 7=(-2598) 0 17-18=(•197) 102 14- 6=( 0) 624 7- 8=( 0) 2382 6.15=( -70) 69 7- 9=(-4825) 0 8. 9=( -658) 0 8.10- O) 2224 16- 9=( O) 572 10.11=' -464) 0 9.17=(-3055) 0 9-10=(-2744) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 31:- - 0.0' 0/ 2027V -207/ 174H 3.50' 2.16 OF ( 625) 31'- 3.2' 0/ 2073V 2071 174H 3.50' 2.21 OF ( 625) 2-00-12 2-02-08 'I I M -7x10 12 a 3.00 M -6x6 <PL:10-00� 12 M -2x4 M-5x12(S) M -2x4- M -2x4- M -2x4 L 8-11-04 5-03-08 3-10-05 5-00 6-01-06 2-00-1? 31-03-03 JOB NAME: Young Residence - A45 Scale: 0.1837 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.244' @ 171- 11.3' Allowed = 1.023' MAX DL CREEP DEFL = -0.426' @ 17'- 11.3' Allowed = 1.534' MAX TL CREEP DEFL = -0.577' @ 17'- 11.3' Allowed = 1.534' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.426' MAX HORIZ. LL DEFL = 0.040' @ 31'- 1.4' MAX HORIZ. TL DEFL = 0.092' @ 31'- 1.4' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4,2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. N O co EXP. 3/31/13 -i./Z//2//l �< WARNINGS: GENERAL NOTES, unless oche noted A45 I. Builder and erection contactor should be advised of all General Notes o ss design is adequate for the design parameters shown. Review 1. This truss t Truss: and Warnings before construction commences, and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. Ali lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their lengqth by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing frC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040917 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used In a non -corrosive environment, TRANS I D : 327690 design loads be applied to any component. and are for 'dry condition' of use. Design assumes lull bell ng at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the. necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shell be located on both faces of truss, and placed so their center TPI/WfCA in SCSI, copies of which will be furnished upon request. Dies coincide with joint center tines. 111111 IIIII IIII IIII II I IIIII III IIII IIII 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.244' @ 171- 11.3' Allowed = 1.023' MAX DL CREEP DEFL = -0.426' @ 17'- 11.3' Allowed = 1.534' MAX TL CREEP DEFL = -0.577' @ 17'- 11.3' Allowed = 1.534' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.426' MAX HORIZ. LL DEFL = 0.040' @ 31'- 1.4' MAX HORIZ. TL DEFL = 0.092' @ 31'- 1.4' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4,2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. N O co EXP. 3/31/13 -i./Z//2//l �< II IIII 4 M M SPATES 1M rnput put M LUMBER SPECIFICATIONS TC: 2x4 OF p18BTR BC: 2x4 OF H1dBTR; 2x6 OF SS B2 WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 1210C. LION. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series M- N CO O N M -2x4 <PL:10-0(-12 ' 11 8-11-04 5-01-12 3-10-05 5-01-12 31-03-03 JOB NAME: Young Residence - A46 TRUSS SPAN 31'- 3.2' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 9'- 1.0' TO 14'- 1.0' V BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 18'- 1.0' TO 23'- 1.0' V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2010. THE 80TTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOADS AS GIVEN 29-02-07 -00- 4-05-15 4-05-05 5-03-08 2 07 00 01 05 4-02-07 1-02-13 5-09-14 2-00-12 12 3.00 l::- 12 3.00 C--1- M-4x4 �- J 6-01-06 2-00-12 CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( -34) 78 11.12=( 0) 2092 1-11=(-181) 0 16.10=( 0) 1678 2. 3=(-3008) 0 12.13=( 0) 2879 11. 2=(-2763) 0 10.17=(-1835) 0 3. 4=(-3014) 0 13.14=( 0) 2478 2.12=( 0) 1003 4- 5=(-2959) 0 14-15=( 0) 2295 12- 3=( -371) 0 5. 6=(-2372) 0 15.16=( 0) 2295 4.13=( -395) 0 6. 7=(-2295) 0 16.17=(-190) 101 13. 5=( 0) 1079 7. 8=(-1095) 0 5.14={ -854) 0 7. 8=(-2294) 0 14. 6=1 -89) 198 8- 9=(-528) 0 15. 8=( 0) 1154 9.10=( -429) 0 8-16=(-2796) 0 16. 9=( -119) 52 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 2024V -198/ 173H 3.50' 2.16 OF ( 625) 31'- 3.2' 0/ 2083V -198/ 173H 3.50' 2.22 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.257' @ 81- 10.8' Allowed = 1.023' MAX DL CREEP DEFL = -0.434' @ 17'- 11.3' Allowed = 1.534' MAX TL CREEP DEFL = -0.592' @ 17'- 11.3' Allowed = 1.534' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.434' MAX HORIZ. LL DEFL = 0.031' @ 31'- 1.4' MAX HORIZ. TL DEFL = 0.071' @ 31'- 1.4' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 12 -m 3.00 7 M -2x4 Scale: 0.1837 t2 N O Co a EXP. 3/31/13 WARNINGS: GENERAL NOTES, unless otherwise noted A 1. Builder and erection contractor should be advised of oil General Notes 1. This buss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown *. engineer. truss designer or the 3All lateral force resisting elements such as temporary and permanent 2. Design assumes he top and bottom chords to be laterally braced at DES. BY: AM cture. stability bracing must be designed by designer of complete. :structure. and at 10'o.c. respectively unless braced throughout their lth by engg DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(rC) and/or drywell(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. SEQ. : 5040918 fasteners are complete and at no time should any bads greater than S. Design assumes trusses are to be used in a noncorrosive environment, TRANS I D : 327690 design loads be applied to any component. and are for -dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIMlrCA in SCSI, copies of which will be furnished upon request lines coincide with joint center cines. VIII I I IIII IIII VIII VIII IIII IIII (III 9.Digits indicate size of plate in Inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). t2 N O Co a EXP. 3/31/13 IIIIII SPAT FABRICATORS W e(MCMWInpui�put l� LUMBER SPECIFICATIONS TC: 2x4 DF k1&BTR; 2x6 OF SS T3 BC: 2x4 OF 41&BTR; 2x6 OF SS 82 WEBS: 2x4 OF q1&BTR TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 12'OC. LION. NOTE: 2x4 BRACING AT 24'OC LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 7 CC) 0 CV 10 11 12 co 13 14 15 <'I M -5x6 M -4x6 M -2x4 M -5x10 M-50 M -2x4- M -4x5 M -6x8 <PL:10100-12 M 2x4 L L L M -2x4 L 8-11-04 5-01-12 3-10-05 5-03-12 5-11-07 2-00-12 9-11-04 TRUSS SPAN 31'- 3.2' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 9'- 1.0' TO 14'- 1.0' V BC UNIF LL( 0.0)+DL( 14.5)= 14.5 PSF 18'- 1.0' TO 23'- 3.0' V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2010. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19-07-11 4-06-01 4-05-03 t 5-05 04 12 3.001----- LOADS AS GIVEN 3-10-13 9-08-07 3-10-13 5-03-03 3-10-13 M -3x6+ M -5x10 M -8x1 M -4x6 M-3x6(S) M -2x4 3 M -5x72 0 M -2x4 N 1 C Lo + 5-00 5-07-15 2-00-12 5-07-15 2-00-12 5-07-15 2-00-12 12 12 3.00 a 3.00 I'M -4x4 74.0° -M-6x6 a i -' 2.0' 31-03-03 JOB NAME: Young Residence - A47 CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( -34) 78 9-10=( 0) 2101 1. 9=( -182) 0 6.14=(-2685) 0 2. 3=(-3019) 0 10-11=( 0) 2890 9- 2=(-2772) 0 14. 7=( -123) 47 3. 4=(-3023) 0 11-12=( 0) 2888 2-10=( 0) 1007 14. 8=( 0) 1684 4. 5=(-2360) 0 12-13=(0) 2175 10. 3=( -364) 0 B-15=(-1842) 0 5. 6=(-2174) 0 13.14=( 0) 2115 4-11=( 0) 740 6- 7=( -500) 0 14.15=(-128) 101 4.12=(-1306) 0 7- 8=( -430) 0 12- 5=(0) 516 13. 6=( 0) 1138 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 2027V -136/ 173H 3.50' 2.16 OF ( 625) 31'- 3.2' 0/ 2090V -136/ 173H 3.50' 2.23 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.274' @ 181- 1.0' Allowed = 1.023' MAX DL CREEP DEFL = -0.483' @ 18'- 1.0' Allowed = 1.534' MAX TL CREEP DEFL = -0.650' @ 18'- 1.0' Allowed = 1.534' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.483' MAX HORIZ. LL DEFL = 0.031' @ 31'- 1.4' MAX HORIZ. TL DEFL = 0.071' @ 31'- 1.4' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.1837 u7 0 co EXP. 3/31/13 ?i./Z//Z//l'< WARNINGS: GENERAL NOTES, unless otherwise noted: A47 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. buss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2• Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(rC) and/or drywag(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor.SEQ. : 5040919 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 327690 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shell be located on both faces of truss, and placed so their center TPINVECA in SCSI, copies of which will be furnished upon request. inc Tines coode with joint center ices. coincide IIIIII I I II I I III VIII 1111111111 I I IIII 9. Digits de size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basicplate designvol s see ESR -2529 (CompuTrus) ESR-1nector311. and/o), u7 0 co EXP. 3/31/13 ?i./Z//Z//l'< II IIII M SPATMAgn MeCATORS f(MC) f 1pu> put LUMBER SPECIFICATIONS TC: 2x4 OF q1&BTR; 2x4 OF 210OF T3 BC: 2x4 OF k1&BTR WEBS: 2x4 OF k1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE: 2x4 BRACING AT 2410C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ---------------------------- Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,Ml$HS,M16 = MiTek MT series N m O N 10-00 TRUSS SPAN 31'- 3.2' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 9'- 1.0' TO 14'- 1.0' V BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 18'- 1.0' TO 23'- 1.0' V ADDL: TC UNIF LL+DL= 90.0 PLF 27'- 7.0' TO 31'- 3.2' V ADDL: TC CONC LL+DL= 180.0 LBS @ 27'- 7.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2010. LOADS AS GIVEN THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 21-07-11 11-07-11 4-09-10 4-01-10 5-05-04 3-08-09 2-04-12 12 3.00 C--- 3-10-13 3-07-15 2-00-1 3-10-13 3-07-15 2-00-1 2109 2-00-03 3-11-07 -00-1 Ir I 180 M -4x8 M- 12 M -4x8 3.00 0 4.0" 9 -( r M -2x4 M -2x4+ M -2x4+ M-5x12(S) M -2x4+ 8-11-04 5-01-12 3-10-05 5-01-12 2-03-12 5-10-07 <PL:10-00-12 31-03-03 JOB NAME: Young Residence - A48 CBC201011BC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=(-35) 81 11.12=( 0) 2201 1.11=( -187) 0 16.17=(-2910) 0 2. 3=(-3026) 0 12-13=( 0) 2893 11- 2=(-2849) 0 16- 8=(-3177) 0 3. 4=(-3025) 0 13-14=( 0) 2885 2-12=( 0) 920 17- 8=( O) 630 4- 5=(-2529) 0 14.15=( 0) 2349 12. 3=( -321) 0 17. 9=( 0) 2307 5. 6=( 0) 1317 15-17=( 0) 2331 13- 4=( 0) 412 9-18=(-2347) 0 6. 7=( 0) 1300 17.18=(-35) 476 4.14=(-1009) 0 18-10=( -249) 0 7. 8=( 0) 1541 14- 5=( 0) 910 8. 9=(-1532) 0 5-16=(-3660) 0 9.10=( -96) 60 15-16=( 0) 540 16- 7=( -807) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 2040V -1951 171H 3.50' 2.18 OF ( 625) 31'- 3.2' 0/ 2601V -195/ 171H 3.50' 2.77 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.279' @ 81- 10.8' Allowed = 1.023' MAX DL CREEP DEFL = -0.380' @ 8'- 10.8' Allowed = 1.534' MAX TL CREEP DEFL = -0.539' @ 8'- 10.8' Allowed = 1.534' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.380' MAX HORIZ. LL DEFL = 0.034' @ 30'- 11.7' MAX HORIZ. TL DEFL = 0.083' @ 30'- 11.7' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 12 a 3.00 M -2x4 8 Scale: 0.1835 N O co EXP. 3/31/13 :3i. /2//2/// '< OF WARNINGS: GENERAL NOTES, unless otherwise noted A4 1. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer. not the 2. 2x4 compression web bracing must be installed where shown +. buss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as ptywood sheathing(TC) and/or drywa8(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040920 fasteners are complete and at no time should any loads greater than S. Design assumes trusses are to be used in a non-conosive environment. TRANS I D : 327690 design bads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if S.CompuTrus has no control over and assumes no responsibility for the fabrication. handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shell be located on both faces of truss. and placed so their center in BCSI. copies of which will be furnished upon request. Dies coincide with joint center ices. IIIIII III VIII III III I 11111111111111 IN 9. Digits indicate size of plate in inches. CompuTrus, CompuTrus, Inc. Software 7.6.3(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). N O co EXP. 3/31/13 :3i. /2//2/// '< OF IIIIII M SPATES ABRICAeTORS(MCtWlnpu>�put M LUMBER SPECIFICATIONS TC: 2x4 OF k16BTR; 2x6 OF SS T3 BC: 2x4 OF k18BTR; 2x6 OF SS B2 WEBS: 2x4 OF at&BTR; 2x6 OF SS A TC LATERAL SUPPORT <= 121OC. UON. BC LATERAL SUPPORT - 121OC. UON. NOTE 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Unbalanced live loads have been considered for this design. LOADS AS GIVEN Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,MI6 = MiTek MT series TRUSS SPAN 49'- 0.7' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: TC UNIF LL+DL= 90.0 PLF 27'- 7.0' TO 31'- 7.0' V ADDL: BC UNIF LL+DL= 20.0 PLF 16'- 0.0' TO 49'- 0.7' V ADDL: BC UNIF LL+DL= 12.0 PLF 16'- 0.0' TO 49'- 0.7' V ADDL: TC CONC LL+DL= 180.0 LBS @ 27'- 7.0' ADDL: TC CONC LL+DL= 180.0 LBS @ 31'- 7.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 23-07-11 3-10-13 1-07-15 19-10-04 I 13-11-04 9-08-07 3-10-13 1 -0 -15 11-07-12 8-02-08 4-03-08 4-02 6-04-08 4-02-06 4-00-10 4'-05-081-07- 5 4-02-03 4-06-07 4-08-02 4-05-09 2-00 18t# 186 12 12 12 3.00 0 3.00 M -5X6 a 3.00 =M -6x66 M -7x66 5 M-3x!5IS) M -4x10 9M -3x5 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 I. 2=( -34) 76 14.15=(-2320) 0 1-14=( -18 1) 0 19. 8=( 0) 1677 2- 3=( 0) 4129 15.16=( -1) 0 14. 2=( 0) 3079 19- 9=(-1181) 0 3- 4=( -213) 60 17.18=( 0) 2275 2.15=(-2160) 0 20- 9=( 0) 448 4. 5=( -230) 49 18.19=( 0) 4348 15- 3=(-2421) 0 20.10=( -408) 0 5- 6=(-3445) 0 19-20=( 0) 4978 15.17=(-4311) 0 10-21=( -94) 38 6- 7=(-3318) 0 20-21=(0) 5265 3-17=( 0) 4117 21-11=( 0) 677 7- 8=(-4344) 0 21.22=( O) 4678 4.17=( -475) 0 11-22=( -835) 0 8. 9=(-4380) 0 22.23=( -47) 420 16-17=( 0) 70 22.12=( 0) 4303 9.10=(-5165) 0 23.13=( -131) 165 17- 5=(-3037) 0 12.23=(-2509) 0 10.11=(-5468) 0 5.18=( 0) 1518 23-13=( -131) 165 11.12=(-4770) 0 18- 6=( 0) 473 12.13=( -150) 124 18- 7=(-1511) 0 7.19=( -611) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0' -1842/ OV -184/ 106H 3.50' 0.00 OF ( 625) 8'- 3.8' 0/ 5813V 0/ OH 3.50' 5.60 OF ( 625) 47'- 4.2' 0/ 2721V -184/ 106H 7.50' 2.90 OF ( 625) Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.130' @ 331- 4.6' Allowed = 1.276' MAX DL CREEP DEFL = -0,579' @ 33'- 4.6' Allowed = 1.913' MAX TL CREEP DEFL = -0.708' @ 33'- 4.6' Allowed = 1.913' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.579' MAX HORIZ. LL DEFL = 0.039' @ 47'- 2.4' MAX HORIZ. TL DEFL = 0.147' @ 47'- 2.4' Wind: 85 mph; h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 ,, /2/20/// < M -2x44 5 3.0"1-3x5 M-3x7(S) 3x5 M -5x103 M GENERAL NOTES, unless otherwise noted 4x14 -5x82 1. Builder and erection contractor should be advised of all General Notes 3-M-8x8�o Truss: M -2x4 t A N 17 ' 0 16 19 20 21 22 23 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 0o M -3x10 M -4x8 M-700 M -3x4 M -3x12 > c o 3. All lateral resisting elements such temporary and permanent C:, M -3x6 C\1 14 15 16 DATE: 12/20/2011 < M -5x8 M -5x14 M -2x4 L � M -8x12 � L L L 8-03-12 6-06-04 8-01-04 6-03-03 4-05-11 4-06-06 4-08-02 4-05-09 t. y and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if ( 8-03-12 L 39-00-07 1-08-Q8 L 14-11-12 7, Design assumes adequate drainage is provided. 34-00-15 L <PL:10-00-12 8. Plates shall be located on both faces of truss, and placed so their center 49-00-11 >PL:13-00-12 JOB NAME: Young Residence - A49 IIII III I VIII Scale: 0.1210 Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.130' @ 331- 4.6' Allowed = 1.276' MAX DL CREEP DEFL = -0,579' @ 33'- 4.6' Allowed = 1.913' MAX TL CREEP DEFL = -0.708' @ 33'- 4.6' Allowed = 1.913' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.579' MAX HORIZ. LL DEFL = 0.039' @ 47'- 2.4' MAX HORIZ. TL DEFL = 0.147' @ 47'- 2.4' Wind: 85 mph; h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 ,, /2/20/// < WARNINGS: GENERAL NOTES, unless otherwise noted A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral resisting elements such temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY : E E acroforc si stability bracing must be designed by designer of complete structure. 2• o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 12/20/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathingt( nd/or drywa9(13C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5048399fasteners are complete and at no time should any loads greater than . Design assumes trusses are to be used in a non -corrosive environment. TRANS I D : 328298 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if S. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, ng, shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPINVECA in BCSI, copies of which will be furnished upon request. Dies coincide with joint center Ones. IIII III I VIII I III II II IIII VIII II I IIII 9.Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 L) -E 10. is connectoESRte de ign vat) s see ESR -2529 (CompuTrus) and/orba Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.130' @ 331- 4.6' Allowed = 1.276' MAX DL CREEP DEFL = -0,579' @ 33'- 4.6' Allowed = 1.913' MAX TL CREEP DEFL = -0.708' @ 33'- 4.6' Allowed = 1.913' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.579' MAX HORIZ. LL DEFL = 0.039' @ 47'- 2.4' MAX HORIZ. TL DEFL = 0.147' @ 47'- 2.4' Wind: 85 mph; h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 ,, /2/20/// < II IIII SPAAE nTES NWeCATORS (MCOMPU�put _ LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR BC: 2x4 OF #18BTR; 2x4 OF 210OF B4; 2x6 OF SS B3 WEBS: 2x4 OF #1SBTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT - 1210C. LION. NOTE 2x4 BRACING AT 24'OC LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 0.00.00 1.05.03 M -2x4 where shown; Jts:3,5,11,15,17,20,26 Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,Y20HS,Y18HS,M16 = YiTek YT series M co N TRUSS SPAN 49'- 0.7' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 12.0 PLF 17'- 5.0' TO 49'- 0.7' V ADDL: BC UNIF LL+DL= 20.0 PLF 17'- 5.0' TO 49'- 0.7' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING YET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. LOADS AS GIVEN 0-07-08 25-07-11 2-00-10 21-04-06 14-00 11-07-11 2-00-5 9-08-12 11-07-15 4-02-14 3-09-10 5-00-09 2--ill-03 4-06-06 4-06-06 2._'07-6t 5-10-03 4-04-011 4-02-15 4-11-04 1-04- 12 3.00 C--- M -4x12 M -7x10 12 z3 3.00 M-1X1U CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-22) 306 15.16=(-25) 0 15- 1=( -18) 56 6-22=( -170) 120 2. 3=( -23) 1384 16-17=(-11) 0 1.16=( -283) 0 22. 7=( O) 639 3. 4=( -19) 1403 18-19=( O) 2375 16. 2=( -34) 353 22. 8=( -210) 13 4. 5=(-4257) 0 19.20=( 0) 62 16-18=( -266)0 8-23=( 0) 758 5. 6=(-4280) 0 21-22=( 0) 4356 2.18=(-1152) 6 23. 9=(-1025) 0 6. 7=(-4393) 0 22-23=( O) 4299 3.18=( -426) 0 9.24=( 0) 593 7. 8=(-4227) 0 23-24=( 0) 5106 17-18=( -15) 51 24.10=( -308) 2 8. 9=(-4502) 0 24-25=( 0) 5282 18. 4=(-4106) 0 10-25=( -452) 0 9.10=(-5331)0 25-26=(-47) 434 4.19=( -820) 0 25-11=( -367) 0 10-11=(-5120) 0 26.14=(-94) 172 4-21=( 0) 2346 25.12=( 0) 4635 11.12=(-5140) 0 19.21=( 0) 2437 12-26=(-2553) 0 12.13=( -149) 138 5.21=( -316) 0 13.14=( -202) 101 13-14=( -28) 50 20.21=( 0) 24 21. 6=( -498) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 8'- 2.5' 0/ 3202V -1871 112H 3.50' 3.42 OF ( 625) 47'- 4.2' 0/ 2751V -1871 112H 7.50' 2.93 OF ( 625) 3x4 12 a, 0 14� 0 X8 0 113-11-06 3-11-061 542-05 2.09-07 8-11 3-07-04 5-03-08 8-03-08 5-01 1 8-02-08 L L 39-01-11 1-08-Q8 I. 8-02-04 7-11-12 32-10-11 L <PL:10-00-12 49-00-11 >PL:11-00-12 JOB NAME: Young Residence - A50 Scale: 0.1235 WARNINGS: GENERAL NOTES, unless oche wise noted A50 1. Builder and erection contractor shouts be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or buss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 12/20/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywail(BC). 3. 2x Impact bridging or lateral bracing required where shown + + 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5048400 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment. TRANS I D : 328298 design loads be applied to any component. and are for -dry condition' of use 6. Design assumes full bearing at ail supports shown. Shim or wedge it S. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 8. This design is furnished subject to the limitations set forth by 8. Plates shah be located on both feces of buss, end placed so their center TPI/WfCA in BCSI, copies of which will be furnished upon request. Dies coincide with joint center lines. II III III VIII I III VIII I III II I IIII IIII 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. ba plate designsial see ESR -2529 (CompuTrus) and/orFor )es ESR-131ctor VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.185' @ 271- 8.0' Allowed = 1.274' MAX DL CREEP DEFL = -0.573' @ 33'- 10.0' Allowed = 1.911' MAX TL CREEP DEFL = -0.744' @ 33'- 10.0' Allowed = 1.911' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.573' MAX HORIZ. LL DEFL = 0.064' @ 471- 2.4' MAX HORIZ. TL DEFL = 0.190' @ 47'- 2.4' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 .ti. /2/N'/I/ i< OF ign II IIII SPAT Tr�ES FABRICAa fM rnpu�put LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 2x4 OF #1&BTR WEBS: 2x4 DF #1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12'OC. UON. LETINS: 0.00-00 1-03-08 M -3x5 where shown; Jts:1,5.6,8-10,21 Unbalanced live loads have been considered for this design. LOADS AS GIVEN Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc 9,M20HS,M188S,M16 = MiTek MT series C� GO 0 N 1 26-08 TRUSS SPAN 49'- 0.7' LOAD DURATION INCREASE = 1.25 SPACED 24.0. O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 12.0 PLF 17'- 5.0' TO 49'- 0.7' V ADDL: BC UNIF LL+DL= 20.0 PLF 17'- 5.0' TO 49'- 0.7' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 22-04-11 0-09-02 f-1' 15-00-05 11-07-11 9-08-07 12-08-04 4-02-14 3-09-10 4-00-12 4-0012 5-03-08 5-02-08 5-06-14 5-10-14 4-07-09 4-03-061-02 14 ---- f,- - - T- ' --f-- -- >,- !--_..-f----- - --T -- Tf f 12 12 3.00 v M -4X6 v 3.00 -te a 4 N 2x4 is 16 M -2x4 M -3x8 M -7x10 4.0" 7 1151' -4X12 M M13x4 0 !6 �o CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 1116 14.15=(-122) 147 14. 1=(0) 751 21- 6=( -374) 0 2- 3=( 0) 3719 15-16=( -32) 0 1-15=(-1195) 0 6.22=( -254) 4 3- 4=( 0) 3743 17.18=( -1) 219 15. 2=( 0) 1251 22- 7=( 0) 1254 4- 5=(-2509) 0 18.20=( 01 31 15.17=(-1168) 0 22. 8=(-1359) 0 5. 6=(-3514) 0 19-21=( 0) 2446 2-17=(-2669) 0 8.23=( 0) 652 6. 7=(-3419) 0 21-22=( 0) 3380 3-17=( -378) 0 23. 9=( -652) 0 7- 8=(-3423) 0 22.23=( 0) 4295 16.17=( 0) 50 9.24=( -12) 128 8. 9=(-4516) 0 23.24=( 0) 4859 17- 4=(-4945) 0 24.10=( 0) 648 9.10=(-5053) 0 24-25=( 0) 4283 4-18=( 0) 135 10.25=( -799) 0 10-11=(-4362) 0 25.26=( -74) 352 4.19=( 0) 2632 25-11=( 0) 3973 11.12=( -96) 171 26-13=(-129) 113 18.19=( -10) 201 11.26=(-2356) 0 12.13=( -34) 26 20.19=( 0) 49 12.13=( -124) 140 19- 5=(-1271) 0 5.21=( 0) 1109 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -728/ OV -187/ 112H 3.50' 0.00 OF ( 625) 8'- 0.5' 0/ 4078V 0/ OH 3.50' 4.35 OF ( 625) 47'- 4.2' 0/ 2570V -187/ 112H 7.50' 2.74 OF ( 625) L4-01-02 3-11-06 L4-02-08 3-09-05 5-01.12 5-06 5-10-06 5-09-02 4-09-05 4-01-10 4�L L 8-04-04 L L 38-11-15 1-08-Q8 L 8-02-04 7-11-12 32-10-11 11 <PL:10-00-12 49-00-11 1PROVIDE FULL Bdft".Jli:11�17% JOB NAME: Young Residence - A51 Scale: 0.1190 Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.165' @ 32'- 6.4' Allowed = 1.274' MAX DL CREEP DEFL = -0.548' @ 32'- 6.4' Allowed = 1.911' MAX TL CREEP DEFL = -0.712' @ 32'- 6.4' Allowed = 1.911' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.548' MAX HORIZ. LL DEFL = 0.052' @ 47'- 2.4' MAX HORIZ. TL DEFL = 0.165' @ 47'- 2.4' Wind: 85mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 WARNINGS: GENERAL NOTES, unless otherwise noted A51 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences, and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or buss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by DATE: 12/20/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5048401fasteners are complete and at no time should any loads greater than . Design assumes trusses are to be used in a non -corrosive environment. TRANS I D : 328298 design loads be applied to any component. and are for -dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the imitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIIWTCA in SCSI, copies of which will be furnished upon request. Dies coincide with joint center tines. II II VIII III I VIII III I I I I VIII IIII IIII 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1Q -E 10. For SRt19881(nvalu.ssee ESR-2529(CompuTrus) and basicconnectoEEr Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.165' @ 32'- 6.4' Allowed = 1.274' MAX DL CREEP DEFL = -0.548' @ 32'- 6.4' Allowed = 1.911' MAX TL CREEP DEFL = -0.712' @ 32'- 6.4' Allowed = 1.911' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.548' MAX HORIZ. LL DEFL = 0.052' @ 47'- 2.4' MAX HORIZ. TL DEFL = 0.165' @ 47'- 2.4' Wind: 85mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 IIIIII SPA ABRICAeTORS(MCCDrnp.�Put - LUMBER SPECIFICATIONS TC: 2x4 OF H18BTR; 2x4 OF 210OF T1, T4 BC: 2x4 DF N16BTR WEBS: 2x4 OF g16BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. LETINS: 0-00-00 1.02-14 Unbalanced live loads have been considered for this design. LOADS AS GIVEN Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 45'- 0.2' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 12.0 PLF 0'- 0.0' TO 45'- 0.2' V ADDL: BC UNIF LL+DL= 20.0 PLF 13'- 4.5' TO 45'- 0.2' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( 0) 3192 11.12=(-155) 82 11. 1=( 0) 1744 16- 5=( 0) 1231 2. 3=(-2710) 0 12-14=( -14) 0 1.12=(-3096) 0 16- 6=(-1498) 0 3. 4=(-3584) 0 13-15=( 0) 2586 12. 2=(-3144) 0 6-17=( 0) 574 4- 5=(-3459) 0 15-16=S 0) 3435 12-13=(-2904) 0 17. 7=( -399) 0 5. 6=(-3482) 0 16.17=1 0) 4557 2.13=( 0) 5555 7-18=( -385) 0 6. 7=(-4791) 0 17.18=( 0) 4871 14.13=( 0) 136 18- 8=( 0) 4331 7- 8=(-5054) 0 18.19= 0) 588 13. 3=(-1341) 0 8-19=(-2314 0 8- 9=( -335) 0 19-10=' 0) 354 3.15=( 0) 1004 9-10=( -383; 0 9-10=( -27) 40 15. 4=( -311) 0 4.16=( -280) 0 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0' -1732/ OV -147/ 112H 5.50' 0.00 OF ( 625) 4'- 3.8' 0/ 4828V 0/ OH 3.50' 4.65 OF ( 625) 43'- 3.7' 0/ 2581V -147/ 112H 7.50' 2.75 OF ( 625) 0-09-11 f -'I 22-07-08 22-04-11 12-11-01 9-08-07 9-08-07 12-08-04 4-05-08 7-08 5-04-12 5-01-04 6-09-13 •11 6-07-14 1-02-05 f --f 12 12 3.001::- M -4X6 v 3.00 4.0e 5 "sr Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.180' @ 291- 5.7' Allowed = 1.274' MAX DL CREEP DEFL = -0.605' @ 29'- 5.7' Allowed = 1.911' MAX TL CREEP DEFL = -0.784' @ 29'- 5.7' Allowed = 1.911' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.605' MAX HORIZ. LL DEFL = 0.047' @ 43'- 1.9' MAX HORIZ. TL DEFL = 0.149' @ 43'- 1.9' Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp B, MWFRS, interior Zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 M-M(S) M -3x54 M -3x5 A52 M -3x5 1. This truss design is adequate for the design parameters shown. Review 3.0" 6 M-3x8(S) and Warnings before construction commences. 3 M -3x5 truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 7 M -6x12 / stability bracing must be designed by designer of complete structure.2' o.c. and at 10' o.c. respectively unless braced throughout their length byclure. DATE: 12/20/2011 M 4x8 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown + - M -4x14 6 g MAx4 CC) K1t + -13 SEQ. : 5048402 C. 1rn 5. Design assumes trusses are to be used in a noncorrosive environment. TRANS I D : 328298 0 15 M 3x4 16 j7 M -3x10 0.25 18 19 � M -3x12 M -2x4 CD4 -3x8 0 t2 < M -3x4 M -4x14 14 M -6x14 5. CompuTrus has no control over and assumes no responsibility for the MHS-5x14(S) M -2x4 7, Design assumes adequate drainage is provided. 4.00-iC b 7 09 5-03 5-04-12 7-01-05 6-11 6-06-02 4 4-03-12 L IIIIII 38-11-15 II 12-01-08 III I I I 32-10-11 L <PL:12-00-12 45-00-03 > ROVID UL BE INGaJts:11.12.191 JOB NAME: Young Residence - A52 CompuTrus, Inc. Software 7.6.3(1 L) -E 10. For basic connector plate design values see ESR 2529 (CompuTrus) Scale: 0.1401 Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.180' @ 291- 5.7' Allowed = 1.274' MAX DL CREEP DEFL = -0.605' @ 29'- 5.7' Allowed = 1.911' MAX TL CREEP DEFL = -0.784' @ 29'- 5.7' Allowed = 1.911' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.605' MAX HORIZ. LL DEFL = 0.047' @ 43'- 1.9' MAX HORIZ. TL DEFL = 0.149' @ 43'- 1.9' Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp B, MWFRS, interior Zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 WARNINGS: GENERAL NOTES, unless otherwise noted: A52 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE stability bracing must be designed by designer of complete structure.2' o.c. and at 10' o.c. respectively unless braced throughout their length byclure. DATE: 12/20/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown + - 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5048402 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment. TRANS I D : 328298 design loads be applied to any component. and are for -dry condition- of use. 6. Design assumes rug bearing at all supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility for the fabrication. handing, shipment and installation ation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set fold by 8. Plates shag be located on both faces of truss, end placed so their center in BCSI, copies of which will be furnished upon request. Dies coincide with joint center lines. IIIIII I III II I VIII III I I I VIII III IIIITPINVTCA 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 L) -E 10. For basic connector plate design values see ESR 2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.180' @ 291- 5.7' Allowed = 1.274' MAX DL CREEP DEFL = -0.605' @ 29'- 5.7' Allowed = 1.911' MAX TL CREEP DEFL = -0.784' @ 29'- 5.7' Allowed = 1.911' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.605' MAX HORIZ. LL DEFL = 0.047' @ 43'- 1.9' MAX HORIZ. TL DEFL = 0.149' @ 43'- 1.9' Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp B, MWFRS, interior Zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 IIIIII TraMign § e(MCompu�put M SPAT LUMBER SPECIFICATIONS TC: 2x4 OF 2100F; 2x4 OF q1&BTR T2 BC: 2x4 OF k1&BTR WEBS: 2x4 OF q1&BTR TC LATERAL SUPPORT <= 12 OC. UON. BC LATERAL SUPPORT - 12'OC. UON. LETINS: 0.00-00 1-05-05 Unbalanced live loads have been considered for this design. LOADS AS GIVEN Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc U,M20HS,M18HS,MI6 = MiTek MT series M - 0 7[000 22-07-08 TRUSS SPAN 45'- 0.2' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 12.0 PLF 0'- 0.0' TO 45'- 0.2' V ADDL: BC UNIF LL+DL= 20.0 PLF 13'- 4.5' TO 45'- 0.2' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL RE OUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 22-04-11 CBC2010/IBC2O09 MAX MEMBER FORCES 4WR/GDF/Cl=1.00 1. 2=( 0) 3191 11.12=(-155) 82 11. 1=( 0)1743 16. 5=( 0) 1231 2- 3=(-2711) 0 12-14=( -13) 0 1-12=(-3095) 0 16- 6=(-1499) 0 3- 4=(-3585) 0 13-15=( 0) 2587 12- 2=(-3143) 0 6-17=( 0) 573 4. 5=(-3459)0 15.16=( O) 3435 12.13=(-2903) 0 17- 7=( -394) 0 5. 6=(-3483) 0 16-17=( 0) 4558 2-13=( 0) 5554 7-18=( -390) 0 6. 7=(-4793) 0 17-18=( 0) 4867 14-13=( 0) 136 18- 8=( 0) 4332 7. 8=(-5049) 0 18-19=( 0) 584 13. 3=(-1341) 0 8.19=(-2316) 0 8. 9=( -330) 11 19-10=( 0) 351 3.15=( 0) 1003 9-10=( -407) 0 9-10=( -25) 71 15. 4=( -311) 0 4.16=( -280) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0' -1731/ OV -147/ 112H 5.50' 0.00 OF ( 625) 4'- 3.8' 0/ 4827V 0/ OH 3.50' 4.65 OF ( 625) 43'- 3.7' O/ 2581V -147/ 112H 7.50' 2.75 OF ( 625) 0-07-06 12-11-01 9-08-07 9-08-07 12-08-04 4-05-08 7-08 5-04-12 5-01-04 6-09-13 6- 1-09 6-07-05 1-047 0 If -� 12 12 3.00 v M -4X6 v 3.00 4.0" 5 lir M-3x6(S) M -3x54 M -3x5 M -3x 3 3.0" M-3x8(S) -M-3x5 M -6x1 5x10 1 M -3x4 0 10 11 12 14 �� M-Bx4 M -9x10 0.25° M 8x12 M 2x41 1 > M -3x8 0 < HM -3x4 M -4x14 M -8x14 MHS-5x14(S) M -2x4 L 4-03-12 L 7-08 5-03 5-04-12 7-01-05 6-11-09 6-05-09 L 4-03-12 38-11-15 1-08.08 L 12-01-08 32-10-11 1 <PL:12-00-12 45-00-03 >PL:13-00-12 PROVIDE FULL BEARING:Jts:11.12.19 JOB NAME: Young Residence - A53 Scale: 0.1401 Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.180' @ 29'- 5.7' Allowed = 1.274' MAX DL CREEP DEFL = -0.604' @ 29'- 5.7' Allowed = 1.911' MAX TL CREEP DEFL = -0.784' @ 29'- 5.7' Allowed = 1.911' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.604' MAX HORIZ. LL DEFL = 0.047' @ 43'- 1.9' MAX HORIZ. TL DEFL = 0.150' @ 43'- 1.9' Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 3. /2ho/ // .< WARNINGS: GENERAL NOTES, unless oche wise noted A53 1. Builder and erection contractor shouts be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval Is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their Ion66th by continuous sheathing such as plywood sheathing(TC) and/or drywaa(BC). DATE: 12/20/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5048403 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment. TRANS I D : 328298 design loads be applied to any component. and are for 'dry condition' of use. 6. Design assumes lull bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shag be located on both laces of buss, and placed so their center TPINVTCA in SCSI, copies of which will be furnished upon request. Dies coincide with joint center lines. III II VIII VIII I II VIII I III II II I IIII 9.Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1888 (MiTek). Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.180' @ 29'- 5.7' Allowed = 1.274' MAX DL CREEP DEFL = -0.604' @ 29'- 5.7' Allowed = 1.911' MAX TL CREEP DEFL = -0.784' @ 29'- 5.7' Allowed = 1.911' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.604' MAX HORIZ. LL DEFL = 0.047' @ 43'- 1.9' MAX HORIZ. TL DEFL = 0.150' @ 43'- 1.9' Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 3. /2ho/ // .< "VIII _ SPATMAgnI edMCf�mput'put I_ LUMBER SPECIFICATIONS TC: 2x4 OF 210OF; 2x4 OF g1SBTR T1 BC: 2x4 OF N16BTR WEBS: 2x4 OF RISBTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT - 1210C. LION. LETINS: 0.00.00 1-02-00 Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series N W O N, 18-08 18-08 4-02-12 3-11-04 5-04-12 12 3.00 v M -3x5 M -3x5 3 M -5x6 z M -5x7 1 M -7x10 _ TRUSS SPAN 41'- 0.7' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 12.0 PLF 0'- 0.0' TO 41'- 0.7' V ADDL: BC UNIF LL+DL= 20.0 PLF 8'- 2.0' TO 41'- 0.7' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 22-04-11 9-08-0% 12-08.04 5-01-04 6-09-13 011-09 6 -07 -OS M -5x6 v 3.00 5.0" 5 41-.( �M-U5 M -3x5 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 I. 2= -2666) 0 11-12=(-73) 159 11- 1=(-2401) 0 16. 5=( 0) 1627 2. 3= •4739) 0 12-14=( 0) 92 1.12=( 0) 2922 16. 6=(•1430) 0 3. 4=(-4880) 0 13-15=( 0) 4600 12. 2=(•2122) 0 6.17=(0) 528 4- 5=(-4262) 0 15-16=( 0) 4674 12-13=( 0) 2609 17- 7=( -291) 43 5. 6=(-4284) 0 16.17=( 0) 5277 2.13=( 0) 2309 7.18=( -477) 0 6. 7=(-5531) 0 17.18=( 0) 5448 14.13=( 0) 72 18. 8=( 0) 4870 7. 8=(-5639) 0 18.19=( 0) 624 13. 3=( •472) 0 8.19=(•2542) 0 8. 9=( -342) 0 19-10=( 0) 360 3.15=( -80) 220 9.10=( -379) 0 9.10=( -27) 28 15. 4=( 0) 304 4.16=( -825) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0:- 0.0' 0/ 2446V -147/ 112H 3.50' 2.61 OF ( 625) 3- 4.2' 0/ 2812V •147/ 112H 7.50' 3.00 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.204' @ 251- 6.2' Allowed = 1.281' MAX OL CREEP DEFL = -0.686' @ 25'- 6.2' Allowed = 1.922' MAX TL CREEP DEFL = •0.889' @ 25'- 6.2' Allowed = 1.922' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0,686' MAX HORIZ. LL DEFL = 0.071' @ 39'- 2.4' MAX HORIZ. TL DEFL = 0.228' @ 39'- 2.4' 0-10-09 Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 I Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers 1 01 7 which is non -concurrent with other live loads. M -5x12 3x4 1 10 M -3x8 Id 1 3J 0 15 1617 18 19 11 12 14 M -3x4 M -3x10 0.25° M-402 M -2x4 > < HM -2x4 M-404 MHS -504(S) M -2x4 I 4-01 3-11-04 5-03 5-0412 7-01-05 6-11-09 6-05-09 I. 39-04-03 1 08-r, L 8-02 32-10-11 <PL:12-00-12 41-00-11 >PL:13-00-12 JOB NAME: Young Residence - A54 Scale: 0.1589 rn O O EXP. 3/31/13 ,�' /Z //Z/// '� WARNINGS: GENERAL NOTES, unless otherwise noted A5 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : and Warnings before construction commences. and approval is the responsibility of the building designer. not the 2. 2x4 compression web bracing must be installed where shown «- truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stabilitybracing must be designed b designer of complete structure. 0 9 Y 9 P 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathingrrC) and/or drywall (BC). DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + « 4. No load should be applied to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. SEQ. : 5040924 fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a noncorrosive environment, TRANS I D : 327690 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if S.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shell be located on both laces of truss. and placed so their center 7PI/WTCA in 8C51, copies of which will be furnished upon request. lines coincide with joint center ices. IIIIII I I VIII III III IIII I III IIII IIII indicate size of plate In inches. 9. DigR-1 CompuTrus, Inc. Software 7.6.3(1 Q -E orits 10, is Conn:c oESRt de gn vat s see ESR -2529 (CompuT us) and/or ). rn O O EXP. 3/31/13 ,�' /Z //Z/// '� IIIIII SPATES FABRICATORS e(MC OMPul�put LUMBER SPECIFICATIONS TRUSS SPAN 17'- 9.5' TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.25 BC: 2x4 OF #1&BTR SPACED 24.0' O.C. WEBS: 2x4 OF 41&BTR LOADING TC LATERAL SUPPORT <= 12'OC. LION. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF BC LATERAL SUPPORT - 12'OC. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LETINS: 0.00.00 1.07.06 ADDL: BC UNIF LL+DL= 24.0 PLF 0'- 0.0' TO 17'- 9.5' V Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REOUIREMENTS OF CBC 2010 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, IngOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP U,M20HS,Ml8HS,Ml6 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. u2 N O u7 LOADS AS GIVEN 0-05-05 'f -f 7-07-11 10-01-13 0 4-12 5-00-10 5-03-10 5-00-09 1-06-11 f� 12 M -2x4 q nn M -4x' CBC201011BC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( -45) 41 8- 9=(-2199) 3496 2. 8=( -309) 35 6- 7=(-243) 215 2- 3=( -634) 628 9.10=( -939) 2932 8- 3=(-1612) 4 3- 4=(-1676) 287 10-11=(-3121) 3284 3- 9=( -21) 766 4. 5=(-2106) 54 11- 7=( -227) 237 9. 4= -1320) 617 5- 6=( -186) 203 4-10=' •371) 358 6- 7=( -140) 162 10- 5=( -787) 2653 5-11=(-1261) 0 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 3.0' 0/ 1303V -3500/ 3500H 3.50' 1.25 OF ( 625) 16'- 1.0' 0/ 1431V -35001 3500H 7.50' 1.53 OF ( 625) 5-02-06 5-03-10 4-10-13 0-03 15-10 1-08-08 <PL:10-00-12 17-09-08 JOB NAME: Young Residence - A55 (8 Scale: 0.3196 WARNINGS: GENERAL NOTES, unless otherwise noted: A55 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stabil bracing must be designed designer of complete structure. stability by 8 P 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 12/14/2011 9 g CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5043365 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a norFcorroslve environment. TRANS I D : 327902 design loads be applied to any component. and are for -dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it S. CompuTms has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both laces of truss. and placed so their center TPIANrCA in SCSI, copies of which w g be furnished upon request. Dies coincide with joint center lines. III II VIII II II VIII I II VIII I III I IIII 9. Digits Indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. vale. s see ESR -2529 (CompuTrus) connR-13c oESRt desi988 gn and/orForbasic O VERTICAL DEFLECTION LIMITS: LL=LI360, TL=L/240 MAX LL DEFL = -0.053' @ 171- 9.5' Allowed = 0.114' MAX OL CREEP DEFL = -0.062' @ 10'- 9.4' Allowed = 0.746' MAX TL DEFL = -0.088' @ 101- 9.4' Allowed = 0.746' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.062' MAX HORIZ. LL DEFL = 0.035' @ 0'- 6.5' MAX HORIZ. TL DEFL = -0.046' @ 0'- 6.5' This truss does not include any time dependent deformation for long term loading(creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 ?'./2//3///14 OF IIIIII ThMignI a ff�mput_put SPATES LUMBER SPECIFICATIONS TRUSS SPAN 17'- 9.5' TC: 2x4 OF N18BTRLOAD DURATION INCREASE = 1.25 BC: 2x4 OF g1EBTR SPACED 24.0' O.C. WEBS: 2x4 OF g16BTR LOADING TC LATERAL SUPPORT <= 12'OC. LON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LETINS: 0.00.00 1.07.06 ADOL: BC UNIF LL+DL= 24.0 PLF 0'- 0.0' TO 17'- 9.5' V Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, TMOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. N O CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 I. 2=( -14) 0 8. 9=( 0) 966 2- 8=( -309) 0 6. 7=(-161) 167 2. 3=( -68) 67 - 9-10=( 0) 1497 8- 3=(-1198) 0 3- 4=(-1081) 0 10.11=( -60) 219 3- 9=( 0) 523 4. 5=(-1584) 0 11. 7=(-147) 124 9- 4=(-546) 0 5- 6=( -100) 192 4-10=( -100) 46 6- 7=( -40) 59 10. 5=( 0) 1366 5-11=(-1025) 0 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 3.0' 0/ 1013V -97/ 89H 3.50' 0.98 OF ( 625) 16'- 1.0' 0/ 1197V -97/ 89H 7.50' 1.28 OF ( 625) 0-05-05 t_ f 7-07-11 10-01-13 0 4-12 5-00-10 03-10 Ir 5-00-09 1-06-11 i 12 M -2x4 v 3.00 M -3x 5-02-06 5-03-10 4-10-13 0-03 15-10 l <PL:10-00-12 17-09-08 JOB NAME: Young Residence - A56 1-08-08 Scale: 0.3371 (8 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.020' @ 10'- 9.4' Allowed = 0,497' MAX DL CREEP DEFL = -0.062' @ 10'- 9.4' Allowed = 0.746' MAX TL CREEP DEFL = -0.081' @ 10'- 9.4' Allowed = 0.746' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.062' MAX HORIZ. LL DEFL = 0.006' @ 15'- 11.2' MAX HORIZ. TL DEFL = 0.018' @ 15'- 11.2' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.8, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. C) 7 O O O O EXP. 3/31/13 . /Z //Z l / / '< WARNINGS: GENERAL NOTES, unless otherwise noted A56 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DES. BY: AM stabiti bracing must be designed b designer of cora late structure. ty 0 9 Y g P continuous sheathing such as plywood sheathing(rC) and/or drywa8(BC). DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040926 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, TRANS I D : 327690 design loads be applied to any component. for and ere for -dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is 6. This design is furnished subject to the limitations set forth by f truss. a 8. Plates shell be located on both feces of truss, end placed so their center TPIM/TCA in SCSI. copies of which will be furnished upon request. tines coincide with joint center ices. VIII VIII III I III II II II II VIII I I IIII 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) plate design and/or ESR -1311, (MiTek). (8 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.020' @ 10'- 9.4' Allowed = 0,497' MAX DL CREEP DEFL = -0.062' @ 10'- 9.4' Allowed = 0.746' MAX TL CREEP DEFL = -0.081' @ 10'- 9.4' Allowed = 0.746' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.062' MAX HORIZ. LL DEFL = 0.006' @ 15'- 11.2' MAX HORIZ. TL DEFL = 0.018' @ 15'- 11.2' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.8, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. C) 7 O O O O EXP. 3/31/13 . /Z //Z l / / '< "VIII ThMignI a ff�mpu> utSPATES I_ LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR BC: 2x6 OF SS; 2x4 OF #1SBTR 81 WEBS: 2x4 OF #15BTR; 2x6 OF SS A TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. LETINS: 0.00.00 1-02-00 Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series M- TRUSS SPAN 41'- 0.7' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 12.0 PLF 0'- 0.0' TO 41'- 0.7' V ADDL: BC UNIF LL+DL= 20,0 PLF 8'- 2.0' TO 41'- 0.7' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. LOADS AS GIVEN 0-08-06 ff 18-08 22-04-11 18-08 9-08-07 12-08-04 4-02-12 3-11-04 5-04-12 5-01-04 4-00-03 4-09-12 6-01-14 5-06-11 1-01-14 12 12 3.001----- M -5X7 a 3.00 7.0" 54` M -5x14 M-. yd CV 9 O CO rv ^ 20C13cli �14 M-38 M-40 M-3xM x2 >12 15 . < 3020 MHS -100 MHS-7x16(S) M -5x8 M -7x8 M -2x4 4-01 9-11-04 5-03 5-04-12 4-03-11 4-09-12 6-01-14 5-03-03 L 39-04-03 1-ub I 8-02 32-10-11 ( <PL:12-00 12 41-00-11 >PL:13-00-12 JOB NAME: Young Residence - A57 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(•2701) 0 12-13=(-9181) 9323 12. 1=(-2690) 0 17- 6=(-1747)139 2. 3=(•4862) 0 13.15=( -49) 144 1.13=( 0) 3567 6.18=( -86) 1185 3. 4=(-4955) 0 14.16=(-5948) 12407 13. 2=(-2756) 0 18. 7=(-1557) 387 4- 5=(-4310) 0 16-17=(-4010) 10560 13-14=(•6367) 9979 7-19=( -288) 738 5. 6=(-4428) 0 17.18=(•2075) 8795 2.14=( 0) 3267 19. 8=(-1281) 1685 6. 7=(•5371) 0 18.19=(•1584) 9259 15.14=( 0) 71 8-20=( -945) 164 7. 8=(•6328) 0 19.20=(-2984 10312 14. 3=(•1679) 1150 20- 9=( 0) 5928 8- 9=(-5947) 0 20.21=(-8061 9032 3.16=(•2119) 2257 9-21=(-2570) 0 9-10=( -655) 78 21.11=( •390) 942 16. 4=( •965) 1401 10-11=( -923) 366 10-11=( •115) 65 4-17=(•2279) 1135 17. 5=( 0) 1743 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0' 0/ 2734V -9300/ 9300H 3.50' 2.92 OF ( 625) 39'- 4.2' 0/ 3029V •9300/ 9300H 7.50' 3.23 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.294' @ 221- 8,6' Allowed = 1.281' MAX DL CREEP DEFL = -0.602' @ 22'- 11.7' Allowed = 1.922' MAX TL CREEP DEFL = -0.780' @ 22'- 11.7' Allowed = 1.922' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.602 - MAX HORIZ. LL DEFL = 0.227' @ 39'- 2.4' MAX HORIZ. TL DEFL = 0.338' @ 39'- 2.4' O =M -4x4 o C. Scale: 0.1369 Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 -i. /Z //Z / // < WARNINGS: GENERAL NOTES, unless otherwise noted A57 1. Builder and erection contractor should be advised of allGeneral Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. buss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) antl/ordrywail(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. SEQ. : 5040927 fasteners are complete and at no Ume should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, TRANS I D : 327690 design loads be applied to any component. and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIAMCA in BCSI. copies of which will be furnished upon request. lines coincide with joint center Ones. IIII II 11111111111111111111 VIII 1111111111111 IIII IIII 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 -i. /Z //Z / // < }1111111M = = w = w w = = = = M LUMBER SPECIFICATIONS TC: 2x4 OF 918BTR BC: 2x4 OF ft18BTR WEBS: 2x4 OF gidBTR TC LATERAL SUPPORT - 1210C. UON. BC LATERAL SUPPORT - 1210C. UON. LETINS: 1-00-00 0-00-00 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series N O O O 0-11-11 5-03 t—' M- 1 M -3x7 TRUSS SPAN 30'- 6.9' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0){DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 18-08 6-02-11 12 3.00 0 6-02-11 M -4x5 4.0" 5 le --4, 5-09-12 _ ThMign Wed fffi�fnput_put SPATES FABRICATORS (MC) Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.8, MWFRS, interior zone, load duration factor=1.6 Note:Truss design requires continuous bearing wall for entire span UON. Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 11-10-15 6-01-04 12 a 3.00 30 =M -5x5 "'LO M -3x7 M-6x10(S) M -2x4 18-08 6.01.nn 5-09-12 L L <PL:14-00-12 30-06-15 JOB NAME: Young Residence - A58 Scale: 0.2807 EXP. 3/31/13 1"/2//Z///'< 0 N WARNINGS: GENERAL NOTES, unless otherwise noted A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer. not the 2. 2x4 compression web bracing must be installed where shown *. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed by designer of complete structure. o.c, and at 10' o.c. respectively unless braced throughout their length byng DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown . + 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. /� SEQ . : 5040928 fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a noncorrosive environment. TRANS I D : 327690 design loads be applied to any component, and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabricolion, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIANfCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center ices. 111111 I II III I VIII VIII IIII IIII IIII IIII 9. Digits indicate site of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10 is connectoESEr designsee ESR-2529(CompuTrus) and/orForba Rte Tek).s EXP. 3/31/13 1"/2//Z///'< 0 N IIIIII ThhhhhhhARign 00ed fMlnpu4Wut I= SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC:2x4 OF H1&BTR BC: 2x4 OF qt&BTR WEBS: 2x4 OF 191&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. LETINS: 1-00.00 0.00 -UO For hanger specs. - See approved plans Unbalanced live loads have been considered for this design. Connector pplate prefix designators: C,CN,CI8,CN18 (ar no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series N v 0 0-11-11 f_ --f 1-01-05 4-06-09 12 3.00 r-1- TRUSS SPAN 30'- 6,9' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 12.0 PLF 0'- 0.0' TO 30'- 6.9' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 18-08 6-00-12 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -18) 0 1- 9=(-164) 104 1- 2=( -95) 166 12. 7=( -127) 97 2- 3=( -90) 214 9.10=( -31) 262 9- 3=(-1687) 0 7.13=( -623) 0 3. 4=(-3123) 0 10.11=( 0) 3010 3.10=( 0) 2815 13- 8=( 0) 2197 4- 5=(-3209) 0 11.12=( 0) 3048 10- 4=( -477) 0 8.14=(-1542) 0 5- 6=(-2308) 0 12.13=( 0) 2173 4.11=( -124) 207 6- 7=(-2306) 0 13.14=( -65) 112 11- 5=( 0) 272 7. 8=(-2243) 0 5.12=(-1029) 0 12. 6=( 0) 693 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 1'- 9.5' 0/ 1820V -93/ 107H 5.50' 1.82 OF ( 625) 30'- 6.9' 01 1607V -93/ 107H 5.50' 1.71 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.090' @ 121- 7.9' Allowed = 0.929' MAX DL CREEP DEFL = -0.241' @ 12'- 7.9' Allowed = 1.393' MAX TL CREEP DEFL = -0.330' @ 12'- 7.9' Allowed = 1.393' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.241' MAX HORIZ. LL DEFL = 0.024' @ 30'- 5.2' MAX HORIZ. TL DEFL = 0.065' @ 30'- 5.2' Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.8, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 11-10-15 5-11-10 5-07-15 6-03 12 M -4x5 v 3.00 -3x8 0 N 14 M -5x8(5) A-04-13 6-00-12 6-03-02 5-11-07 5-11-07 1-09-08 28-09-07 I. 1• <PL:14-00-12 30-06-15 JOB NAME: Young Residence - A59 Scale: 0.2112 EXP. 3/31/13 ."/2117,111 < WARNINGS: GENERAL NOTES, unless otherwise noted A59 1. Builder and erection convector should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer. not the 2. 2x4 compression web bracing must be installed where shown +, buss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2• Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed by designer of complete structure.2' o.c. and at 10' o.c. respectively unless braced throughout their length byucture. DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. SL 1.i .: 5040929 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 327690 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes equate drainage is provided. forth6. This design is furnished subject to the limitations set forth by both 8. Plates shall be located on both fecc es of truss, and placed so (heir center In SCSI, copes of which w 11 be furnished upon request lines cwith joint center ices. III II I ( II I III I III I III I I III III IIIITPIIWTCA e size of plate in inches. S. Digits indicate CompuTrus, Inc. Software 7.6.3(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR-1311,ESR-1 988 (MiTek). EXP. 3/31/13 ."/2117,111 < ThiMign IIIIII SPATES FABRICAWe(MC4Wmputmput LUMBER SPECIFICATIONS TC: 2x4 OF k18BTR BC: 2x4 OF k18BTR WEBS: 2x4 OF p18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <c 1210C. UON. NOTE: 2x4 BRACING AT 0'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 1-00-00 0-00-00 For hanger specs. - See approved plans Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series OD 0 t - CD rn 0-11-11 M N o I C> M- TRUSS SPAN 30'- 6.9' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LOAD DURATION INCREASE = 1.25 1. 2=( -18) 0 1-10=(-167) 101 1- 2=( -93) 168 8-14=( -617) 0 SPACED 24.0' O.C. 2- 3=( -87) 216 10.11=(-104) 257 10. 3=(-1685) 0 14- 9=( 0) 2183 truss designer or truss engineer. 3- 4=(-3130) 0 11.12=( 0) 3018 3.11=( 0) 2826 9-15=(-1542) 0 LOADING 4. 5=(-3197) 0 12.13=( 0) 3032 11- 4=( -480) 0 CompuTrus assumes no responsibility, for such bracing. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-2391) 0 13.14=( 0) 2159 4.12=( -137) 181 SEQ. : 5040930 OL ON BOTTOM CHORD = 7.0 PSF 6- 7=( 0) 0 14-15=( -80) 187 12- 5=( 0) 277 design bads be applied to any component. TOTAL LOAD = 50.0 PSF 6- 8=(-2388) 0 5. CompuTrus has no control over end assumes no responsibility for the 5-13=( -881) 0 8- 9=(-2231) 0 13- 6=( 0) 576 6. This design is furnished subject to the limitations set forth by ADOL: BC UNIF LL+DL= 12.0 PLF 0'- 0.0' TO 30'- 6.9' V 13- 8=( -47) 229 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REQUIREMENTS OF CBC 2010 NOT BEING MET. III LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LOADS AS GIVEN I 11- 9.5' 0/ 1820V -109/ 183H 5.50' 1.82 OF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9.Digits indicate size of plate In inches. 30'- 6.9' 0/ 16O7V -109/ 183H 5.50' 1.71 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.090' @ 121- 7.9' Allowed = 0.929' MAX DL CREEP DEFL = -0.240' @ 12'- 7.9' Allowed = 1.393' MAX TL CREEP DEFL = -0.329' @ 12'- 7.9' Allowed = 1.393' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.240' MAX HORIZ. LL DEFL = 0.024' @ 30'- 5.2' MAX HORIZ. TL DEFL = 0.065' @ 30'- 5.2' Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.8, MWFRS, 19-07 10-11-15 interior zone, load duration fac. or=t.6 Design checked for a 300 lb concentrated top chord 11-06-14 8-00-02 10-11-15 live load per IBC 2009 due to maintenance workers 1-01-05 4-06-09 6-00-12 5-11-10 0-1 4-08-15 6-03 which is non -concurrent with other live loads. 12 12 3.00 r-1- M -4x12 a 3.00 M 0 0 0 M-5x8(S) L 4-04-13 6-00-12 6-03-02 5-11-07 1-09-08 28-09-07 L <PL:14-00-12 30-06-15 JOB NAME: Young Residence - A60 5-11-07 Scale: 0.2140 WARNINGS: GENERAL NOTES, unless otherwise noted A60 1. Builder and erection contractor should be advised of a8 General Notes 1. This buss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 20 compression web bracing must be installed where shown *. truss designer or truss engineer. 3All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY : AM stability bracing must be designed by designer of complete sstructure.2' cture. o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(rC) and/or drywall(BC). DATE: 12/12/2011 CompuTrus assumes no responsibility, for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040930 fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a nonconoslve environment, TRANS I D : 327690 design bads be applied to any component. and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it 5. CompuTrus has no control over end assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by S. plates shell be located on both laces of truss. and placed so their center TPINVECA in BCSI, espies of which will be furnished upon request lines coincide with joint center ices. III I VIII VIII VIII II I VIII I I IIII III 9.Digits indicate size of plate In inches. CornpuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). 3x8 rn 0 N EXP. 3/31/13 ", /Z//Z///'( IIIIII M�e�onpu�put W SPATES (MC) LUMBER SPECIFICATIONS TC:2x4 OF #1&BTR BC: 2x4 OF #1&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. UON. LETINS: 1-00.00 0.00.00 For hanger specs. - See approved plans Unbalanced live loads have been considered for this design. Connector pplate prefix designators: C,CN,CI8CN18 (ar no prefix) = CompuTrus, Inc M,M20HS,i18HS'Mi6 = MiTek MT series N v 0 In TRUSS SPAN 30'- 6.9' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: TC UNIF LL+DL= 153.0 PLF 9'- 5.0' TO 15'- 1.0' V ADDL: TC UNIF LL+DL= 153.0 PLF 24'- 2.0' TO 26'- 3.0' V ADDL: BC UNIF LL+DL= 12.0 PLF 0'- 0.0' TO 30'- 6.9' V ADDL: TC CONC LL+DL= 153.0 LBS @ 9'- 5.0' ADDL: TC CONC LL+DL= 153.0 LBS @ 15'- 1.0' ADDL: TC CONC LL+DL= 153.0 LBS @ 24'- 2.0' LOADS AS GIVEN ADDL: TC CONC LL+DL= 153.0 LBS @ 26'- 3.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( -25) 0 1.10=(-24) 278 1- 2=( -265) 28 13. 8=( -213) 20 2- 3=( -263) 72 10-11=( 0) 553 10- 3=(-2533) 0 8.14=(-1172) 0 3. 4=(-5525) 0 11-12=( 0) 5422 3.11=( 0) 4843 14- 9= 0) 3650 4- 5=(-5522) 0 12.13=( 0) 4642 4-11=( -511) 0 9.15= -2490) 0 5- 6=(-4952) 0 13-14=( 0) 3605 11- 5=( -345) 0 6. 7=(-3685) 0 14-15=(-43) 133 5-12=(-1039) 0 7. 8=(-3766) 0 12. 6=( 0) 863 8. 9=(-3691) 0 6-13=(-1726) 0 13- 7=( 0) 1487 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 1'- 9.5' 0/ 2691V -93/ 107H 5.50' 2.69 OF ( 625) 30'- 6.9' 0/ 2553V -93/ 107H 5.50' 2.72 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0,090' @ 14'- 10.3' Allowed = 0.929' MAX DL CREEP DEFL = -0.510' @ 14'- 10.3' Allowed = 1.393' MAX TL CREEP DEFL = -0.599' @ 14'- 10.3' Allowed = 1.393' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.510' MAX HORIZ. LL DEFL = 0.022' @ 30'- 5.2' MAX HORIZ. TL DEFL = 0.104' @ 30'- 5.2' Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor=1.6 0-11-11 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 18-08 11-10-15 1-01-05 5-09 3-06-11 3-09-01 3-06-04 5-09-12 6-01-03 12 153# 3.00 M -2x4 M -5x10 M -3x4 =M- M -3x6 153# M -5x6 j153# 1153# 5.0" 7 (-� 3.0" 12 M -4x4 a 3.00 M -5x8 N cotc� 0 10 it 12 13 14 • 1 M -3x7 < nm -2x4 M_ 6X14 M -3x6 0'25" M -3x12 M -2x4 MHS-6x12(S) 5-10-12 7-00.04 3-09-12 6-01-03 5-09-12 1. I. y 1-09-08 28-09-07 <PL:14-00- JOB NAME: Young Residence - A61 30-06-15 Scale: 0.2114 0 N EXP. 3/31/13 ?" /Z //Z///'< WARNINGS: GENERAL NOTES, unless e noted A61 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequatuatfor the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer. not the 2. 2x4 compression web bracing must be installed where shown ♦. truss designer or truss engineer. 3All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY : AM stab. iry bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown + ♦ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040931 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, TRANS I D : 327690 design bads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at ail supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the timitetions set forth by 8. Plates shell be located on both laces of truss, and placed so their center TPIM/rCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center ices. III III II II I III I VIII VIII III III IIII 9. Digits indicate site of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. designval).s see ESR-2529(CompuTms) aFor orto ESR-1nectoESRte 0 N EXP. 3/31/13 ?" /Z //Z///'< "VIII WARNINGS: r ThMignI a fflWfnput�ut 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: SPATES LUMBER SPECIFICATIONS TRUSS SPAN 30'- 6.9' 2. 2x4 compression web bracing must be installed where shown +. CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #18BTR LOAD DURATION INCREASE = 1.25 2. Design assumes the top and bottom chords to be laterally braced at 1- 2=( -71) 52 1.10=( -144) 430 1. 2=( -408) 130 13. 8=( -915) 746 BC: 2x4 OF #18BTR SPACED 24.0' O.C. DATE: 12/12/2011 2- 3=( -263) 72 10.11=(-4086) 4824 10. 3=(-2533) 0 8.14=(-1275) 0 WEBS: 2x4 OF #188TR 4. No load should be applied to any component until after all bracing and 3. 4=(-5525) 0 11-12=( 0) 6838 3-11=( 0) 5441 14- 9=( 0) 3941 SEQ. : 5040932 LOADING 5. Design assumes trusses are to be used in a noncorrosive environment, 4- 5=(-5522) 0 12-13=( 0) 6364 4.11=( -540) 0 9.15=(-2490) 0 TC LATERAL SUPPORT <= 1210C. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5. 6=(-4952) 0 13-14=( -920) 6576 11- 5=( -931) 483 BC LATERAL SUPPORT <= 1210C. UON. OL ON BOTTOM CHORD = 7.0 PSF fabrication, handling, shipment and installation of components, 6- 7=(-3685) 0 14.15=(-4676) 4870 5.12=(-1376) 0 TOTAL LOAD = 50.0 PSF 8. Plates shell be located on both faces of truss, and placed so their center 7. 8=(-3766) 0 12- 6=( 0) 1093 LETINS: 1-00-00 0-00-00 tines coincide with joint center ices. III II IIII VIII III VIII Ill VIII IIII III 8- 9=(-3691) 0 6.13=(-1974) 0 9. Digits indicate size of plate in inches. ADDL: TC UNIF LL+DL= 153.0 PLF 9'- 5.0' TO 15'- 1.0' V 13. 7=( 0) 1487 " For hanger specs. - See approved plans ADDL: TC UNIF LL+DL= 153.0 PLF 24'- 2.0' TO 26'- 3.0' V Unbalanced live loads have been ADDL: BC UNIF LL+DL= 12.0 PLF 0'- 0.0' TO 30'- 6.9' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH considered for this design.LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) ADDL: TC CONC LL+DL= 153.0 LBS @ 9'- 5.0' 1'- 9.5' 0/ 2691V -4800/ 4800H 5.50' 2.69 OF ( 625) Connector plate prefix designators: ADDL: TC GONG LL+DL= 153.0 LBS @ 15'- 1.0' 301- 6.9' 0/ 2553V -4800/ 4800H 5.50' 2.72 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ADDL: TC GONC LL+DL= 153.0 LBS @ 24'- 2,0' M,M20HS,M18HS,M16 = MiTek MT series ADDL: TC CONC LL+DL= 153.0 LBS @ 26'- 3.0' VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOADS AS GIVEN MAX LL DEFL = 0.094' @ 11'- 4.2' Allowed = 0.929' REQUIREMENTS OF CBC 2010 NOT BEING MET. MAX DL CREEP DEFL = -0.510' @ 14'- 10.3' Allowed = 1.393' MAX TL CREEP DEFL = -0.599' @ 14'- 10.3' Allowed = 1.393' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP RECOMMENDED CAMBER (BASED ON OL DEFL = 0.510' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX HORIZ. LL DEFL = 0.098' @ 1'- 11.3' MAX HORIZ, TL DEFL = -0.180' @ 1'- 11.3' COND 2: 800 00BSD G 0 D 0-11-11 Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, �T Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 18-08 11-10-15 Design checked fora 300 lb concentrated top chord 1-01-05 5-09 3-06-11 3-09-01 3-06-04 5-09-12 6-01-03 live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 153# 153# M -5x6 4,153# 153# 7 12 12 M -3x6 a 3.00 3.00 0 6 = M -4x4 M -4x4 3.0" e s M 2x4 M -5x8 a 9 M -6x10 M - 3x4 3 p N 2 0 1 101 11 •• 15 12 13 14 CD M -3x7 < M -5x6 M -6x14 M -3x6 0.251 M -3x12 M -5x6 MHS-WiS(S) L � 5-10-12 L 1. �• 7-00-04 3-09-12 6-01-03 L 5-09-12 1-09-08 28-09-07 L <PL:14-00-12 30-06-15 L JOB NAME: Young Residence - A62 Scale: 0.2260 EXP. 3/31/13 :" /Z //Z/// 141 OF WARNINGS: GENERAL NOTES, unless otherwise noted A62 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer. not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. Ali lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY : AM stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall C) 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040932 fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, TRANS I D : 327690 design bads be applied to any component. and are for -dry condition' of use. 6. Design assumes full heti ng at all supports shown. Shim or wedge it S.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components, 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shell be located on both faces of truss, and placed so their center TPIANfCA in BCSI, copies of which will be furnished upon request. tines coincide with joint center ices. III II IIII VIII III VIII Ill VIII IIII III 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). EXP. 3/31/13 :" /Z //Z/// 141 OF IIIIII MSPATES FABRICATORS MWe ffuMmpul_put LUMBER SPECIFICATIONS TC: 2x4 OF #16BTR; 2x6 OF SS T2, T3 BC: 2x6 OF SS WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 12'OC. LION. NOTE 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc U,M20HS,Ml8HS,Ml6 = MiTek MT series ( 4 ) complete trusses required. Join together 4 ply with SDS 1/4 x 6' long wood screws staggered at: 24' oc in 1 rows) throughout 2x4 top chords, 24' oc in 2 rows) throughout 2x6 top chords, 24' oc in 2 row(s) throughout 2x6 bottom chords, 12' oc throughout webs. tt HANGER TO APPLY CONC. LOAD(S) TO ALL MEMBERS. M-5: CV 7tO O < 39.02-00 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 01- 0.0' TO 8' - TC UNIF LL( 90.0)+DL( 103.5)= 193.5 PLF 8'- 0.0' TO 31' - TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 31'- 2.0' TO 39' - BC UNIF LL( 0.0)+DL( 76.5)= 76.5 PLF 01- 0.0' TO 391 - TC CONC LL( 400.0)+DL( 460.0)= 860.0 LBS @ B'- 0.0' TC CONC LL( 400.0)+DL( 460.0)= 860.0 LBS @ 31'- 2.0' ADDL: BC CONC LL+DL= 196.0 LBS @ 7'- 10.0' ADDL: BC CONC LL+DL= 196.0 LBS @ 13'- 8.0' ADDL: BC CONC LL+DL= 196.0 LBS @19'- 6.0' ADDL: BC CONC LL+DL= 196.0 LBS @ 25'- 4.0' ADDL: BC CONC LL+DL= 196.0 LBS @ 31'- 2.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.339' @ 191- 7.0' Allowed = 1.292' MAX DL CREEP DEFL = -1.162' @ 19'- 7.0' Allowed = 1.938' MAX TL CREEP DEFL = -1.502' @ 19'- 7.0' Allowed = 1.938' RECOMMENDED CAMBER (BASED ON OL DEFL)= 1.162' MAX HORIZ. LL DEFL = 0.052' @ 39'- 0.5' MAX HORIZ. TL DEFL = 0.170' @ 39'- 0.5' Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=10.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6 Designchecked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 7-11-11 23-02-10 7-11-11 7-11-11 9-01-05 14-01 8-00 3-05-07 4-06-04 5-01-11 6-05-1 6-05-10 5-01-11 4-06-04 3-05-07 860# 860# 12 12 3.00 o a 3.00 M -4x12 M -3x8 = M-5x5ISI M -3x8 M -3x8 M -6x8 -MYIb- IUXIUp) ((�� I L 1196# tt 196# tt 196# tt 1.96# tt +196 tt L 6-11-04 • 6-05-10 6-02-02 6-02-02 6-05-10 • 6-11-04 <PL:14-00-12 39-02 JOB NAME: Young Residence - A66 Scale: 0.2175 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 GENERAL NOTES, unless otherwise noted: 1- 2=(-14112) 0 1.10=(0) 13132 2.10= 0) 4324 7.14=(0) 2396 and Warnings before construction commences. 2. 3=(-17600) 0 10-11=(0) 26488 10- 3=� 0) 2340 14- 8=(0) 4012 3. 4=(-17048) 0 11-12=(0) 29656 10- 4=(-9904) 0 0.0' V 4- 5=(-26724) 0 12.13=(0) 29656 4.11=( 0) 1608 2.0' V 5. 6=(-26872) 0 13.14=(0) 26640 11- 5=(-3076) 0 2.0' V 6- 7=(-17328) 0 14. 9=(0) 13708 12- 5=( 0) 724 2.0' V 7 - 8=(-17892) 0 5.13=(-2920) 0 8- 9=(-14640) 0 13- 6=( 0) 1568 TPIM?CA in BCSI, copies of which will be furnished upon request. lines coincide with joint center ices. Ines. III 6.14=(-9772) 0 I I III BEARING MAX VERT MAX HORZ BRG REQUIRED BRIG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 5458V -32/ 30H 3.50' 1.46 OF ( 625) 39'- 2.0' 0/ 5409V -32/ 30H 1.50' 1.44 OF ( 625) LOADS AS GIVEN VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.339' @ 191- 7.0' Allowed = 1.292' MAX DL CREEP DEFL = -1.162' @ 19'- 7.0' Allowed = 1.938' MAX TL CREEP DEFL = -1.502' @ 19'- 7.0' Allowed = 1.938' RECOMMENDED CAMBER (BASED ON OL DEFL)= 1.162' MAX HORIZ. LL DEFL = 0.052' @ 39'- 0.5' MAX HORIZ. TL DEFL = 0.170' @ 39'- 0.5' Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=10.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6 Designchecked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 7-11-11 23-02-10 7-11-11 7-11-11 9-01-05 14-01 8-00 3-05-07 4-06-04 5-01-11 6-05-1 6-05-10 5-01-11 4-06-04 3-05-07 860# 860# 12 12 3.00 o a 3.00 M -4x12 M -3x8 = M-5x5ISI M -3x8 M -3x8 M -6x8 -MYIb- IUXIUp) ((�� I L 1196# tt 196# tt 196# tt 1.96# tt +196 tt L 6-11-04 • 6-05-10 6-02-02 6-02-02 6-05-10 • 6-11-04 <PL:14-00-12 39-02 JOB NAME: Young Residence - A66 Scale: 0.2175 5x6 EXP. 3/31/13 N CDO O WARNINGS: GENERAL NOTES, unless otherwise noted: A66 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for theadesign parameters shown. Review Truss : and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 3. An lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DES. BY: AM stability bracing must be designed by designer of complete sbucture, continuous sheathing such as plywood sheathing(TC) and/or drywanOBC). DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040936fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used In a non -corrosive environment. TRANS I D : 327690 design loads be applied to any component. and are for -dry contlition' of use. 6. Design assumes full bearing at all support shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIM?CA in BCSI, copies of which will be furnished upon request. lines coincide with joint center ices. Ines. III II I II I I III VIII VIII IIII III III 9. Digits indicate size of plate in CompuTrus, Inc. Software 7.6.3(1L) -E 10. beco1311toE5Rtod si nvaluiTek)es see ESR-2529(CompuTrus) aFor nd 5x6 EXP. 3/31/13 N CDO O "ll Jill SPATMABRICAWe ff@Wmpul_put !� LUMBER SPECIFICATIONS TRUSS SPAN 39'- 2,0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x6 OF SS; LOAD DURATION INCREASE = 1.25 (Non -Rep) 1. Builder and erection contractor should be advised of all General Notes 1- 2=(-6619) 0 1- 9=(0) 6209 9- 2=( -20) 94 6.13=( 0) 1064 2x4 OF #18BTR T1; SPACED 24.0' O.C. 2- 3=(-7049) 0 9.10=(0) 6211 2.10=( 0) 685 13- 7=( 0) 582 2x4 OF 210OF T4 3. Aa lateral force resistingelements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 3- 4=(-6789) 0 10.11=(0) 9392 10. 3=( O) 1048 7-14=(-23) 95 BC: 2x6 OF SS LOADING CompuTrus assumes no responsibility for such bracing. 4- 5=(-9427)0 11.12=(0) 9462 10- 4=(-2762) 0 WEBS: 2x4 OF #18BTR LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF �1 S Eli . : 5040937 5. 6=(-6880) 0 12-13=(0) 9462 4.11=( 0) 441 TRANS I D : 327690 DL ON BOTTOM CHORD = 7.0 PSF and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 6. 7=(-7144) 0 13-14=(0) 6399 11. 5=( -309) 267 TC LATERAL SUPPORT <= 1210C. LION. TOTAL LOAD = 50.0 PSF fabrication, handling, shipment and installation of components. 7. 8=(•6793) 0 14- 8=(0) 6397 12- 5=( 0) 421 BC LATERAL SUPPORT <= 1210C. LION. 8. Plates shell be located on both Maces of truss, and placed so their center TPIn4/rCA in SCSI, copies of which v4ti be furnished upon request. 5-13=(-2734) 0 ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0' TO 39'- 2.0' V VIII VIII II I VIII IIII BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH NOTE: 2x4 BRACING AT 24'OC LION. FOR ADDL: BC CONC LL+DL= 48.0 LBS @ 7'- 10.0' 9. Digits indicate size of plate in inches. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 48.0 LBS @ 131- 8.0' 01- 0.0' O/ 2481V -73/ 70H 3.50' 2.65 OF ( 625) ADDL: BC CONC LL+DL= 48,0 LBS @ 19'- 6.0' 391- 2.0' 0/ 2459V -73/ 70H 1.50' 2.62 OF ( 625) 10. For basic connector plate design values see ESR -2529 (CompuTrus) ADDL: BC CONC LL+DL= 48.0 LBS @ 25'- 4.0' Connector plate prefix designators: ADDL: BC CONC LL+DL= 48.0 LBS @ 31'- 2.0' Caution: Note hearing area requirements. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc and/or ESR -1311, ESR -1988 (MiTek). M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 REQUIREMENTS OF CBC 2010 NOT BEING MET. LOADS AS GIVEN MAX LL DEFL = •0.401' @ 231- 1.6' Allowed = 1.292' MAX OL CREEP DEFL = •1.319' @ 23'- 1.6' Allowed = 1.938' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = •1.720 @ 23'- 1.6' Allowed = 1.938' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. RECOMMENDED CAMBER (BASED ON DL DEFL)= 1.319' MAX HORIZ. LL DEFL = 0.075' @ 39'- 0.5' MAX HORIZ. TL DEFL = 0.238' @ 39'• 0.5' Wind: 85mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 9-11-11 19-02-10 9-11-11 9-11-11 9-01-05 10-0110-00 4-10-15 5-00-12 5-11 7-02-15 6-00-12 l 5-00-12 4-10-15 11, 12 12 3.00 17- -z 3.00 M -6x16 M -3x10 M-5x7(S) M-402 M -6x16 4_8V48#�48# L �48# MHS 7�16(S) j48# L 1148# 4-09-03 4-02-01 7-02-15 6-11-07 7-01-03 4-02-01 4-09-03 39-02 JOB NAME: Young Residence - A67 Scale: 0.2175 W2 �I( N 00 J CD EXP. 3/31/13 O WARNINGS: GENERAL NOTES, unless otherwise noted A6 1. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown *. buss designer or truss engineer. 3. Aa lateral force resistingelements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY : AM stability bracing mudesigned by designer of complete structure. be e Z o.c. and at 10' o.c. respectively unless braced throughout their lenggth by ?BC). DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. �1 S Eli . : 5040937 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment. TRANS I D : 327690 design loads be applied to any component. and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shell be located on both Maces of truss, and placed so their center TPIn4/rCA in SCSI, copies of which v4ti be furnished upon request. lines coincide with joint center ices. IIIIII VIII VIII VIII II I VIII IIII IIII IIII 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). W2 �I( N 00 J CD EXP. 3/31/13 O II IIII SPATE�3 FABRICATORS =We ( olnpu�put _ LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR; 2x6 OF SS T2 BC: 2x4 OF 210OF; 2x6OF SS B2 WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE: 2x4 BRACING AT 24'OC LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ------------- Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series _N 00 7t o 0 1 TRUSS SPAN 39'- 2.0' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0' TO 39'- 2.0' V ADDL: BC CONC LL+DL= 48.0 LBS @ 71- 10.0' ADDL: BC CONC LL+DL= 48.0 LBS @ 131- 8.0' ADDL: BC CONC LL+DL= 48.0 LBS @ 191- 6.0' ADDL: BC CONC LL+DL= 48.0 LBS @ 25'- 4.0' ADDL: BC CONC LL+DL= 48.0 LBS @ 31'- 2.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. LOADS AS GIVEN CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 I. 2=(-478) 0 1-11=(0) 5498 1. 2=(-5484) 0 15. 7=( 0) 1001 2. 3=(-6344) 0 11-12=(0) 6319 2-11=( 0) 756 15. 8=( -142) 152 3- 4=(-6602) 0 12-13=(0) 7880 11- 3=( -323) 0 8.16=( -259) 0 4. 5=(-6425) 0 13.14=(0) 7932 3.12=( -93) 199 16. 9=( 0) 681 5. 6=(-7908) 0 14-15=(0) 7933 12. 4=( 0) 993 9.10=(-5504) 0 6. 7=(-6484) 0 15-16=(0) 6433 12- 5=(-1660) 0 7. 8=(-6663) 0 16-10=(0) 5728 5.13=( 0) 399 8- 9=(-6499) 0 13- 6=( -239) 209 9.10=( -665) 0 14- 6=( 0) 381 6-15=(-1642) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 2481V -70/ 70H 3.50' 2.65 OF ( 625) 39'- 2.0' 0/ 2459V -70/ 70H 1.50' 2.62 OF ( 625) Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.329' @ 22'- 5.6' Allowed = 1.292' MAX DL CREEP DEFL = -1.082' @ 22'- 5.6' Allowed = 1.938' MAX TL CREEP DEFL = -1.412' @ 22'- 5.6' Allowed = 1.938' RECOMMENDED CAMBER (BASED ON DL DEFL)= 1.082' MAX HORIZ. LL DEFL = 0.087' @ 39'- 0.5' MAX HORIZ. TL DEFL = 0.275' @ 39'- 0.5' Wind: 85mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 11-11-11 15-02-10 11-11-11 3-05-15 3-11-01 4-06-11 4-07 5-10-15 4-08-12 4-06-11 3-08-08 3-08-08 12 12 3.00 E7--- M -6x16 M -4x5 M-300 M -6x16 a 3.00 4 5 6 7 M -3x5 M -3x5 3 8 =M -6x6 � M -6x6 9 M -2x4 M -2x4 N co - 8Nx- O 11 12 13 14 15 16 10 � o M-12 M -3x4 MHS -7x16 M -3x4 04-2x48x -2x4 MHS -7x16 M -3x4 M-12 L J48# L J48# L J48# L J48# L J48# L r 5-08-08 5-01 6-00-11 5-07-07 5-10-15 5-01 5-08-08 L I <PL:14-00-12 39-02 JOB NAME: Young Residence - A68 Scale: 0.2284 EXP. 3/31/13 ?" /2//2///'< WARNINGS: GENERAL NOTES, unless otherwise noted A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences, and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown *. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2• Design assumes the tap and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040938 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a nort corrosive environment, TRANS I D : 327690 design bads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at a8 supports Shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. necessary. 7- Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIANTCA in BCSI, copies of which will be furnished upon request. tines coincide with joint center ices. IIIIII I I IIII I VIII I II II II IIII IIII 9.Digits indicate size of plate to inches. CompuTrus, Inc. Software 7.6.3(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). EXP. 3/31/13 ?" /2//2///'< ign II IIII SPAT -ABR ICAMe (MCf�mput-put LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR BC: 2x4 OF #18 BTR WEBS: 2x4 OF #16BTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 1210C. LION. NOTE 2x4 BRACING AT 24'OC LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ---------------------------- Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series N 7x O O 1 TRUSS SPAN 39'- 2.0' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0' TO 39'- 2.0' V ADDL: BC CONC LL+DL= 48.0 LBS @ 71- 10.0' ADDL: BC CONC LL+DL= 48.0 LBS @ 131- 8.0' ADDL: BC CONC LL+DL= 48.0 LBS @ 19'- 6.0' ADDL: BC CONC LL+DL= 48.0 LBS @ 25'- 4.0' ADDL: BC CONC LL+DL= 48.0 LBS @ 31'- 2.0' LOADS AS GIVEN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 13-11-11 4-04-08 4-06-04 5-00-15 3-04-05 12 3.00(---- M -6x14 M -3x4 11-02-10 4-04-04 M -3x8 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -598) 0 1.11=(0) 5879 1. 2=(-5719) 0 6-16=( -824) 0 2. 3=(-6533) 0 11.12=(0) 5871 11- 2=( 0) 217 7-16=( 0) 985 3. 4=(-6122) 0 12-13=(0) 6299 2-12=( 0) 492 16- 8=( -549) 0 4- 5=(-5896) 0 13.14=(0) 6525 12- 3=( 0)158 8-17=( 0) 187 5. 6=(-6540) 0 14-15=(0) 6555 3.13=( -505) 0 17- 9=( 0) 410 6. 7=(-5932) 0 15-16=(0) 6555 13. 4=( O) 982 9-18=( 0) 220 7. 8=(-6159 0 16-17=(0) 6384 13. 5=( -845) 0 9-10=(-5694) 0 I. 9=(-6624; 0 17-18=(0) 6063 5.14=( 0) 297 9.10=( -797) 0 18-10=(0) 6071 14. 6=( -184) 160 15. 6=( O) 245 BEARING MAX VERT MAX HORZ BAG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 2481V -75/ 75H 3.50' 2.65 OF ( 625) 39'- 2.0' 0/ 2459V -75/ 75H 1.50' 2.62 DF ( 625) 3-06-01 5-00-15 M -6x14 Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.347' @ 21'- 8.3' Allowed = 1.292' MAX DL CREEP DEFL = -1.144' @ 21'- 8.3' Allowed = 1.938' MAX TL CREEP DEFL = -1.491' @ 21'- 8.3' Allowed = 1.938' RECOMMENDED CAMBER (BASED ON DL DEFL)= 1.144' MAX HORIZ. LL DEFL = 0.097' @ 39'- 0.5' MAX HORIZ. TL DEFL = 0.307' @ 39'- 0.5' Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated tup churd live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 13-11-11 4-04-08 4-06-04 12 a 3.00 t ♦48�t 1 �48# I �48# 4 �4 j48# 4-04-08 4-02-12 4-08 4-04-04 4-00-12 4-02-08 4-08 4-02-12 4-04-08 <PL:14-00-12 JOB NAME: Young Residence - A69 39-02 Scale: 0.2284 N co 0 o EXP. 3/31/13 /2//Z/// '< WARNINGS: GENERAL NOTES, unless otherwise noted A69 1. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer. not the 2. 2x4 compression web bracing must be installed where shown buss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stab 8 bradn must be desi ned desi nen of com ate sWclure. h g 9 by 9 W continuous sheathing such as plywood sheathing(TC) and/or drywafl(BC). DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown I + 4. No load should be appled to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. SEQ. : 5040939 fasteners are complete and at no time should any loads greater than S. Design assumes busses are to be used in a non -corrosive environment, design bads be appl ed to any component. and are for 'dry condition' of use. TRANS I D : 327690 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. 7, necessary. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIMITCA in BCSI, copies of which will be furnished upon request, lines coincide with joint center tines. VIII VIII III I III VIII VIII VIII II I IIII 9.Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). N co 0 o EXP. 3/31/13 /2//Z/// '< II ILII SPA' ignI ATORS Me ( Of npu> put - LUMBER SPECIFICATIONS TC: 2x4 OF #i&BTR; 2x6 OF SS T2 BC: 2x4 OF #1&BTR WEBS: 2x4 OF 41&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12 'OC. UON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 9,920HS,M18HS,M16 = MiTek MT series N 00O 0 1 <PL:14-00-12 MHS-6x16(S) MHS-6x16(S) y48# j48# L �48# L �48# L i48# L 5-00-08 4-10-12 5-00 4-07-12 4-07.12 5-00 4-10-12 5-00-08 15-11-11 5-00-08 5-02-04 TRUSS SPAN 39'- 2.0' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0' TO 39'• 2.0' V ADDL: BC CONC LL+DL= 48.0 LBS @ 7'- 10.0' ADDL: BC CONC LL+DL= 48.0 LBS @ 13'- 8.0' ADDL: BC CONC LL+DL= 48.0 LBS @ 19'- 6.0' ADDL: BC CONC LL+DL= 48.0 LBS @ 25'- 4.0' LOADS AS GIVEN ADDL: BC CONC LL+DL= 48.0 LBS @ 311- 2.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-02-10 5-08-15 3-07-05 3-07-05 5-08-15 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( •692 0 1.10=(0) 6096 1. 2=(-5827) 0 6-14=( 0) 879 2. 3=(•6447 0 10-11=(0) 6085 10. 2=( 0) 278 14- 7=( •731) 0 3. 4=(-5806) 0 11-12=(0) 6196 2.11=( -103) 249 7-15=( 0) 309 4- 5=(-5587) 0 12.13=(0) 5930 11- 3=( 0) 280 15- B=( -179) 172 5. 6=(-5612) 0 13-14=(0) 5930 3.12=( •690) 0 8-16=( 0) 282 6. 7=(-5832) 0 14-15=(0) 6264 12. 4=( 0) 873 8. 9=(-5772) 0 7. 8=(-6519) 0 15-16=(0) 6253 12. 5=( •491) 0 8. 9=( •899) 0 16- 9=(0) 6264 13. 5=( 0) 274 5.14=( •466) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 2481V -901 90H 3.50' 2.65 OF ( 625) 39'- 2.0' 0/ 2459V -90/ 90H 1.50' 2.62 OF ( 625) Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.314' @ 19'- 7.0' Allowed = 1.292' MAX DL CREEP DEFL = -1.037' @ 19'- 7.0' Allowed = 1.938' MAX TL CREEP DEFL = -1.350' @ 19'- 7.0' Allowed = 1.938' RECOMMENDED CAMBER (BASED ON DL DEFL)= 1.037' MAX HORIZ. LL DEFL = 0.095' @ 39'- 0.5' MAX HORIZ. TL DEFL = 0.302' @ 39'- 0.5' Wind: 85mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 15-11-11 5-00-08 5-02-04 12 12 3.00 C-1- M -4x16 M -3x8 M -4x16 a 3.00 39-02 JOB NAME: Young Residence - A70 Scale: 0.2284 R. N coO O EXP. 3/31/13 /Z//Z/// '< WARNINGS: GENERAL NOTES, unless otherwise noted A70 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. buss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stab li bradn must be desi ned D desi ner or cora late swcture. N 2' o.c. and at 10' o.c. respectively unless braced throughout their len$gh by DATE: 12/12/2011 9 9 Y 9 P CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040940fasteners are complete and at no me should any bads greater than 5. Design assumes busses are to be used in a non-corrasive environment, TRANS I D : 327690 design bads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WfCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. VIII VIII III VIII I 111111111111111 III II VIII ILII III 9. Digits indicate site of plate in inches. CompuTrus, Inc. Software 7.6.3(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). R. N coO O EXP. 3/31/13 /Z//Z/// '< VIII r ' Th-ign Med f�lnpul�ut f' SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR BC: 2x4 OF 210OF; 2x4 OF #18BTR B2 WEBS: 2x4 OF #18 BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series N rut0 0 1 TRUSS SPAN 39'- 2.0' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0' TO 39'- 2.0' V ADDL: BC CONC LL+DL= 48.0 LBS @ 7'- 10.0' ADDL: BC CONC LL+DL= 48.0 LBS @ 131- 8.0' ADDL: BC CONC LL+DL= 48.0 LBS @ 19'- 6.0' ADDL: BC CONC LL+DL= 48.0 LBS @ 25'- 4.0' ADDL: BC CONC LL+DL= 48.0 LBS @ 31'- 2.0' CBC2010IIBC2009 MAX MEMBER FORCES 4WRIGDFICq=1.00 I- 2=( -555) 0 1-11=(0) 5781 1. 2=(-5670) 0 7-15=( 0) 598 2. 3=(-6336) 0 11-12=(0) 6249 2-11=( 0) 528 15. 8=( -455) 0 3. 4=(-6215) 0 12-13=(0) 5799 11- 3=( -194) 48 8-16=( -133) 108 4- 5=(-5310) 0 13.14=(0) 5122 3.12=( -415) 0 16. 9=( 0) 469 5. 6=(-5117) 0 14-15=(0) 5838 12- 4=( 0) 572 9-10=(-5659) 0 6. 7=(-5341) 0 15-16=(0) 6339 4-13=( -848) 0 7- 8=(-6268) 0 16.10=(0) 5983 13- 5=( 0) 765 I-9=(-6491) 0 13- 6=( -134) 127 9.10=( -748) 0 6-14=( 0) 778 14- 7=( -872) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' OI 2481V -951 95H 3.50' 2.65 OF ( 625) 39'- 2.0' 01 2459V .951 95H 1.50' 2.62 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOADS AS GIVEN Caution: Note bearing area requirements. REQUIREMENTS OF CBC 2010 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=LI360, TL=LI240 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.313' @ 211- 2.0' Allowed = 1.292' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX DL CREEP DEFL = -1.007' @ 21'- 2.0' Allowed = 1.938' MAX TL CREEP DEFL = -1.320' @ 21'- 2.0' Allowed = 1.938' RECOMMENDED CAMBER (BASED ON DL DEFL)= 1.007' MAX HORIZ. LL DEFL = 0.092' @ 39'- 0.5' MAX HORIZ. TL DEFL = 0.290' @ 39'- 0.5' Wind: 85 mph, h=20ft, TCDL=13.8,8CDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers 17-11-11 3-02-10 17-11-11 which is non -concurrent with other live loads. 4-01-05 4-05-07 4-03-06 5-01-09 3-02-10 5-01-09 4-03-06 4-03-06 4-03-06 12 3.00 17�--- M -5x14 M -7x10 12 a 3.00 5 6 h4 -3x5 M -3x5 4 M -3x5 M -3x5 3 8 =M -6x6 � M -6x6 s M -2x4 M -2x4 N co 11 12 13 14 15 16 - - 10 o MHS -7x16 M -3x4 0.25" M -3x8 M -3x4 0.25 M -3x4 MHS -7x16 L �. j48# MHS-6xl6(S) �48# I, j48# ). j48q HS-W(3(S) j48# L �. 5-08-08 5-08-08 5-10-04 4-09-04 5-08-08 5-08-08 5-08-08 <PL:14-00-12 JOB NAME: Young Residence - A71 39-02 Scale: 0.2159 EXP. 3/31/13 WARNINGS: GENERAL NOTES, unless otherwise noted A71 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences, and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE • 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywail(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040941 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 327690 design bads be appled to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and. installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the fimitations set forth by 8. Plates shell be located on both faces of truss, and placed so their center TPI/WTCA in SCSI. copies of which wi0 be furnished upon request. fines coincide with joint center nes. (VIII I I III I I III VIII IIII I III II IIII 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). EXP. 3/31/13 IIIIII ThMiBRIgn MWDMpu�put SPATES LUMBER SPECIFICATIONS TC: 2x4 OF 418BTR BC: 2x4 OF 4INTR WEBS: 2x4 OF #188TR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON, M -3x5 where shown; Jts:3.4,6.7,11,13 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series O� O 1 O < TRUSS SPAN 39'- 2.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0' TO 39'- ADDL: BC CONC LL+DL= 48.0 LBS @ 7'- 10.0' ADDL: BC CONC LL+DL= 48.0 LBS @ 13'- 8.0' ADDL: BC CONC LL+DL= 48.0 LBS @ 19'- 6.0' ADDL: BC CONC LL+DL= 48.0 LBS @ 25'- 4.0' ADDL: BC CONC LL+DL= 48.0 LBS @ 31'- 2.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 2.0' V LOADS AS GIVEN CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( -633) 0 1-10=(0) 5977 1. 2=(-5772) 0 13. 7=( -598) 0 2. 3=(-6448) 0 10.11=(0) 6174 2.10=( 0) 427 7.14=( 0) 283 3. 4=(-5979) 0 11.12=(0) 5520 10. 3=( -8) 230 14- 8=( 0) 372 4- 5=(-4728) 0 12.13=(0) 55463-11=( -561) 0 8. 9=(-5734) 0 5. 6=(-4728) 0 13-14=(0) 6248 11. 4=( 0) 701 6. 7=(-6018) 0 14- 9=(0) 6156 4.12=(-1276) 0 7- 8=(-6580) 0 12- 5=( 0) 1904 8- 9=( -833) 0 12. 6=(-1310) 0 6.13=( 0) 730 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 2481V -98/ 98H 3.50' 2.65 OF ( 625) 39'- 2.0' 0/ 2459V -98/ 98H 1.50' 2.62 OF ( 625) Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.303' @ 19'- 7.0' Allowed = 1.292' MAX DL CREEP DEFL = -0.996' @ 19'- 7.0' Allowed = 1.938' MAX TL CREEP DEFL = -1.299' @ 19'- 7.0' Allowed = 1.938' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.996' MAX HORIZ. LL DEFL = 0.092' @ 39'- 0.5' MAX HORIZ. TL DEFL = 0.292' @ 39'- 0.5' Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 19-07 19-07 6-00 13-07 13-076-00 4-08-03 5-00-07 4-10-05 5-00-01 5-00-01 4-10-05 4-10-05 4-10-05 f1,T T T 12 12 3.00 r - M -4X8 a 3.00 A n, �48# I �48# MHS -6 WS) j4�# j48# L I 6-06-05 6-06-05 6-06-05 6-06-05 6-06-05 6-06-05 L <PL:14-00-12 39-02 JOB NAME: Young Residence - A72 Scale: 0.1784 N O O O EXP. 3/31/13 7i, /Z//Z/// 4 OF WARNINGS: GENERAL NOTES, unless otherwise noted: A72 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer. not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 3All lateral force resisting elements such as temporary, and permanent 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DES. BY: AM stability bracing must be designed by designer of co.mplete structure, continuous sheathing such as plywood sheathing(TC) and/or drywafl(BC). DATE • 12/12/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ . No load should be applied to any component unfit after all bracing and 4.SEQ. 4. Installation of buss is the responsibility of the respective contractor. S EO .: 5040942 fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a non-corosive environment, design loads be applied to any component. and are for 'dry condition' of use. TRANS I D : 327690 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shell be located on both faces of truss, and placed so their center In SCSI, copies of which will be furnished upon request. lines coincide with joint center fines. VIII VIII III I III I III I VIII VIII I I IIII7PInNrCA 9. Digits indicate size of plate in innches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). N O O O EXP. 3/31/13 7i, /Z//Z/// 4 OF II IIII ThMignI a f(MC) mpui_put i SPATES LUMBER SPECIFICATIONS TC: 2x6 OF SS BC: 2x8SP M-23 WEBS: 2x4 OF 015BTR TRUSS SPAN 39'- 5.5' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADS AS GIVEN W101Y] CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-23103) 0 1.10=( 0) 22053 10- 2=( 0) 3999 14- 7=(-9993) 0 2. 3=(-17589) 0 10-11=( 0) 21840 2-11=( -5142) 0 7.15=( 0) 7443 3. 4=(-10080) 0 11-12=( 0) 16572 11. 3=( 0) 5814 15. 8=(-9081) 0 4- 5=( -1860) 0 12.13=(0) 9249 3-12=( -8175) 0 8.16=( 0) 5289 5.5' V 5. 6=( -1899) 0 13.14=(-13788) 0 12- 4=( 0) 8256 5.5' V 6- 7=( 0) 14532 14.15=( -5868) 0 4-13=(-10035) 0 1.3' V 7- 8=( 0) 5313 15.16=( 0) 3360 13- 5=( O) 633 5.5' V 8- 9=( -3858) 0 16. 9=( 0) 3642 16-14=( 0) 19200 -16100 19-10-08 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 8700V -108/ 108H 3.50' 2.40 SP ( 805) 24'- 9.2' 0/ 23605V 0/ OH 3.50' 2.94 OF (1782) 39'- 5.5' 0/ 4846V -108/ 108H 3.50' 1.34 SP ( 805) 7-11-05 11-07-11 11-07-11 8-02-13 6-01 4--b6-09 4-06-09 4-04-13 5-00-08 4-00-11 4-04-13 6-04-08 12 12 3.00 C - M-48 a 3.00 4.0" 5 sr M-5x8 =M-5x5(S) M -5x6 M 2.9" 10x14 M -5x7 M-5x5(S) M -4x8 N VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.143' @ 10'- 4.1' Allowed = 0.811' MAX DL CREEP DEFL = -0.321' @ 10'- 4.1' Allowed = 1.217' MAX TL CREEP DEFL = -0.463' @ 10'- 4.1' Allowed = 1.217' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.321' MAX HORIZ. LL DEFL = 0.018' @ 39'- 2.0' MAX HORIZ. TL DEFL = 0.045' @ 39'- 2.0' Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Ex B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. MHS -8X 118 + M -10x14 Ll -o 0 1 10 rn 11 12..25" 13 14 ux 15 co 16 0 < M -2x10 M -5x8 0 MHS -10x20 M -7x8 M -3x10 M -3x4 <PL:14-04-12=M-10x10(S) =M -10x10 1PROVIDE FULLBEA ING'Jts:1 14 9 5-11-04 4-04-13 4-06-09 4-08-05 5-02-04 4-00-11 4-04-13 6-02-12 I 'L 24-07-08 0-03-08 14-06-08 L 39-05-08 JOB NAME: Young Residence - A73 Scale: 0.1713 LOADING TC LATERAL SUPPORT <= 12'OC. LION. ADDL: TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 0'- 0.0' TO 39' BC LATERAL SUPPORT <= 12'OC. UON. ADDL: TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 0'- 0.0' TO 39' 2. 2x4 compression web bracing must be installed where shown +, ADDL: BC UNIF LL( 330.2)+DL( 495.3)= 825.5 PLF 1'- 0.8' TO 36' Connector plate prefix designators: ADDL: BC UNIF LL( 510.6)+DL( 765.9)= 1276.5 PLF 36'• 1.3' TO 39' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 391• 5.5' V M,M20HS,M18HS,M16 = MiTek MT series ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 39'- 5.5' V design loads be applied to any component. ( 3 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5. CompuTrus has no control over and assumes no responsibility for the necessary. Join together 3 ply with TSLZ412 (4 1/2') REQUIREMENTS OF CBC 2010 NOT BEING MET. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center ( long wood screws staggered at: 24' oc in 2 row(s) throughout 2x6 top chords, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP TPIANfCA in SCSI, copies of which w g be furnished upon request. Gies coincide with joint center ices. 6' oc in 2 row(s) throughout 2x8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. IIII ILII III I VIII 12' oc throughout webs. IIII 9. Diens indicate size of plate to inches. LOADS AS GIVEN W101Y] CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-23103) 0 1.10=( 0) 22053 10- 2=( 0) 3999 14- 7=(-9993) 0 2. 3=(-17589) 0 10-11=( 0) 21840 2-11=( -5142) 0 7.15=( 0) 7443 3. 4=(-10080) 0 11-12=( 0) 16572 11. 3=( 0) 5814 15. 8=(-9081) 0 4- 5=( -1860) 0 12.13=(0) 9249 3-12=( -8175) 0 8.16=( 0) 5289 5.5' V 5. 6=( -1899) 0 13.14=(-13788) 0 12- 4=( 0) 8256 5.5' V 6- 7=( 0) 14532 14.15=( -5868) 0 4-13=(-10035) 0 1.3' V 7- 8=( 0) 5313 15.16=( 0) 3360 13- 5=( O) 633 5.5' V 8- 9=( -3858) 0 16. 9=( 0) 3642 16-14=( 0) 19200 -16100 19-10-08 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 8700V -108/ 108H 3.50' 2.40 SP ( 805) 24'- 9.2' 0/ 23605V 0/ OH 3.50' 2.94 OF (1782) 39'- 5.5' 0/ 4846V -108/ 108H 3.50' 1.34 SP ( 805) 7-11-05 11-07-11 11-07-11 8-02-13 6-01 4--b6-09 4-06-09 4-04-13 5-00-08 4-00-11 4-04-13 6-04-08 12 12 3.00 C - M-48 a 3.00 4.0" 5 sr M-5x8 =M-5x5(S) M -5x6 M 2.9" 10x14 M -5x7 M-5x5(S) M -4x8 N VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.143' @ 10'- 4.1' Allowed = 0.811' MAX DL CREEP DEFL = -0.321' @ 10'- 4.1' Allowed = 1.217' MAX TL CREEP DEFL = -0.463' @ 10'- 4.1' Allowed = 1.217' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.321' MAX HORIZ. LL DEFL = 0.018' @ 39'- 2.0' MAX HORIZ. TL DEFL = 0.045' @ 39'- 2.0' Wind: 85 mph, h=20ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Ex B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. MHS -8X 118 + M -10x14 Ll -o 0 1 10 rn 11 12..25" 13 14 ux 15 co 16 0 < M -2x10 M -5x8 0 MHS -10x20 M -7x8 M -3x10 M -3x4 <PL:14-04-12=M-10x10(S) =M -10x10 1PROVIDE FULLBEA ING'Jts:1 14 9 5-11-04 4-04-13 4-06-09 4-08-05 5-02-04 4-00-11 4-04-13 6-02-12 I 'L 24-07-08 0-03-08 14-06-08 L 39-05-08 JOB NAME: Young Residence - A73 Scale: 0.1713 EXP. 3/31/13 -- /Z0/Z/// '< WARNINGS: GENERAL NOTES, unless otherwise noted A 1. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 3All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY : AM stab. iry bracing must be designed by designer of complete structure.2' structure. o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywaa(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. SEQ. : 5041245 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 327723 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIANfCA in SCSI, copies of which w g be furnished upon request. Gies coincide with joint center ices. IIIIII IIID VIII IIII ILII III I VIII IIII IIII 9. Diens indicate size of plate to inches. CompuTrus, Inc. Software 7.6.3(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). EXP. 3/31/13 -- /Z0/Z/// '< IIIIII M ThMign oWed 1IWInpu�put SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' 4-2=(-593) 0 TC: 2x4 OF #18BTR LOAD DURATION INCREASE = 1.25 (Nan -Rep) BC: 2x6 OF SS SPACED 24.0' O.C. BEARING MAX VERT WEBS: 2x4 OF #18BTR BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS LOADING SIZE INCHES (SPECIES) TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 3.50' 1.23 BC LATERAL SUPPORT <= 12'OC. UON. OL ON BOTTOM CHORD = 7.0 PSF -52/ 46H 3.50' 1.71 TOTAL LOAD = 50.0 PSF CompuTrus assumes no responsibility for such bracing. `• For hanger specs. - See approved plans 4. No load should be applied to any component until after all bracing and Connector plate prefix designators: ADDL: TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 01- 0.0' TO 6'- 0.0' V C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ADDL: TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 01- 0.0' TO 6'- 0.0' V M,M20HS,M18HS,M16 = MiTek MT series ADDL: BC UNIF LL( 78.2)+DL( 117.3)= 195.5 PLF 01- 0.0' TO 6'- 0.0' V necessary. ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 61- 0.0' V 7. Design assumes adequate drainage is ADDL: TC CONC LL+DL= 430.0 LBS @ 6'- 0.0' 8. This design is furnished subject to the limitations set forth by f truss, a 6. Plates shell be located on both feces of truss, end placed so their center LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. LOADS AS GIVEN BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. lines coincide with joint center ices. 3-01-04 2-10-12 VIII IIII to 0 CD 0 N N N O <PL:10-00-12 ,y 430# 12 M -2x4 3.00 C-- 6-00 JOB NAME: Young Residence - A74 co 0 co 0 N CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1.2=( 0) 119 4.5=(0) 469 1.4=(-218) 0 5.3=(-660) 0 Scale: 0.4826 2.3=(-35) 82 4-2=(-593) 0 GENERAL NOTES, less fes A74 2.5=(-586) 0 1. This truss design is adequate for the design parameters shown. Review is adequate for the BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1157V -52/ 46H 3.50' 1.23 OF ( 625) 6'- 0.0' 0/ 1604V -52/ 46H 3.50' 1.71 OF ( 625) Scale: 0.4826 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.003' @ 3'- 0.8' Allowed = 0.181' MAX DL CREEP DEFL = -0.005' @ 3'- 0.8' Allowed = 0.271' MAX TL CREEP DEFL = -0.008' @ 3'- 0.8' Allowed = 0.271' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.017' MAX HORIZ. LL DEFL = 0.001' @ 5'- 8.5' MAX HORIZ. TL DEFL = 0.002' @ 5'- 8.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 /2//2/// '< WARNINGS: GENERAL NOTES, less fes A74 I. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review is adequate for the Truss : and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DES. BY: AM stabili brat n must be desi ned b desi ner of com late structure. y e 9 Y 9 P continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE • 12/12/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040944 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 327690 design bads be applied to any component. and are for *dry condition' of use. 6. Design assumes full beating at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling,shipment and installation of components. P Po 7. Design assumes adequate drainage is 8. This design is furnished subject to the limitations set forth by f truss, a 6. Plates shell be located on both feces of truss, end placed so their center TPI/VJTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center ices. IIIIII VIII VIII IIII VIII VIII VIII IIII IIII 9. Digits indicate size of plate to inches. CompuTrus, Inc. Software 7.6.3(1 L) -E 10. connector gRt19abrgnT see ESR-2529(CompuTrus) andFor k),s VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.003' @ 3'- 0.8' Allowed = 0.181' MAX DL CREEP DEFL = -0.005' @ 3'- 0.8' Allowed = 0.271' MAX TL CREEP DEFL = -0.008' @ 3'- 0.8' Allowed = 0.271' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.017' MAX HORIZ. LL DEFL = 0.001' @ 5'- 8.5' MAX HORIZ. TL DEFL = 0.002' @ 5'- 8.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 /2//2/// '< II IIII ThMiBRICAeTORS(MCAWMPU�put 4M SPATES LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR 8C: 2x6 OF SS WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. UON. •• For hanger specs. - See approved plans Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,Y18HS,M16 = M3Tek YT series ( 2) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc throughout 2x4 top chords, 9' oc throughout 2x6 bottom chords, 9' oc throughout webs. 2-03-08 5-04-07 '•' HANGER TO APPLY CONC. LOAD(S) TO ALL MEMBERS. N N O M-3 M 12 3.00 v TRUSS SPAN 14'- 0.0' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD c 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC CONC LL+DL= 51.0 LBS @ 4'- 0.8' ADDL: BC CONC LL+DL= 1604.0 LBS @ 5'- 11.3' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING YET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-04-01 CBC2010/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -518) 0 5-6=(0) 40 5.1=-7= 722(( -344) 0 7.3=( 0) 1076 9-4=(•22800) 22 7-8=�0) 2082 6.2=(-1222) 530 8.4=1 234) 0 ( 2-7=( 0) 1574 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 2'- 0.0' 0/ 1909V -95/ 86H 3.50' 0.92 OF ( 625) 14'- 0.0' 0/ 1153V -95/ 86H 2.50' 0.62 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.006' @ 71- 4.4' Allowed = 0.383' LOADS AS GIVEN MAX DL CREEP DEFL = •0.041' @ 7'- 4.4' Allowed = 0.575' MAX TL CREEP DEFL = •0.045' @ 7'- 4.4' Allowed = 0.575' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.041' MAX HORIZ. LL DEFL = -0.001' @ 13'- 8,5' MAX HORIZ. TL DEFL = 0.006' @ 13'• 8.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed,Cat.2 Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord M -2X4 live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads, <PL:10-00-12� �51# 1604# 1-10-04 5-04-07 6-07-09 2-00 12-00 <PL:10-00-12 14-00 JOB NAME: Young Residence - A75 Scale: 0.3930 N W O V EXP. 3/31/13 /2//2/// '( WARNINGS: GENERAL NOTES, A75 1. Builder and erection contractor should be advised of all General Notes uaterfor thenoted: 1. This truss design is adequate for the design parameters shown. Review is adequate Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown «, truss designer or truss engineer. 3. Ali lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 2'o.5. and at 10' o.c. respectively unless braced throughout their length by DES. BY: AM stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywad(BC). DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ . No load should be applied to any component until after all bracing and 4.SEQ. 4. Installation of truss is the responsibility of the respective contractor. SE Q .: 5040945 fasteners are complete and at no time should any loads greater than S. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 327690 design bads be applied to any component. and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set fold by ii. Plates shell be located on both laces of truss, end placed so their center TPIM/fCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center tines. IIIIII I II II I I III II II II II VIII IIII IIII 8. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E gInes. is connectors see ESR -2529 (CompuTrus) 10. onnec desig88 aFor nd/or oESR-e ,vale, N W O V EXP. 3/31/13 /2//2/// '( II IIII SPATES gneMPU put E8�AI (MC LUMBER SPECIFICATIONS TC: 2x4 OF N1&BTR BC: 2x4 OF #1& BTR WEBS: 2x4 OF g1&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. UON. ++ For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc U,M20HS,Ml8HS,Ml6 = MiTek MT series M-3 M 2-00 TRUSS SPAN 14'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 10.0 PSF 0'- 0.0' TO 2'- 0.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 3.00 c� 5-11-02 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -42) 218 5.6=(-10) 0 5.1=( -17) 17 7.3=( -58) 32 2.3=(-717) 0 6.7=(-63) 170 1-6=(-188) 71 3.8=(-739) 0 3-4=( -68) 20 7.8=( 0) 646 6-2=(-738) 0 8.4=(-212) 0 2.7=( 0) 575 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 2'- 0.0' 0/ 845V -97/ 88H 3.50' 0.81 OF ( 625) 14'- 0.0' 0/ 595V -97/ BBH 2.50' 0.63 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.008' @ 81- 2.2' Allowed = 0.383' YAX OL CREEP DEFL = -0.019' @ 8'- 2.2' Allowed = 0.575' MAX TL CREEP DEFL = -0.027' @ 8'- 2.2' Allowed = 0.575' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.019' MAX HORIZ. LL DEFL = 0.002' @ 13'- 8.5' MAX HORIZ. TL DEFL = 0.005' @ 13'- 8.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, 5-09-06 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord M -W live load per IBC 2009 due to maintenance workers which is nnn-cnncurrent with nther live loads. <PL:10-00-12 L � 12-00 2-00 5-11-02 6-00-14 14-00 JOB NAME: Young Residence - A76 Scale: 0.4499 EXP. 3/31/13 :" /2 //2///'� WARNINGS: GENERAL NOTES, unless otherwise noted A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY : AM stability bracing must be designed by designer of complete structure. 2'o .c. and at 10' o.c. respectively unless braced throughout their length by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywa8 8C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040946 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-conosive environment, TRANS I D : 327690 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPInNfCA in SCSI, copies of which will be furnished upon request. tines coincide with joint center tines. IIIIII I II III I III Iilll IIII I III IIII IIII 9.Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E onn c plate designvol 10. c connectorsee ESR -2526 (CompuTrus) aFor or )es nd/or EXP. 3/31/13 :" /2 //2///'� IIIIII M ThMign O'ed 1fMinpu�put 6" SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 OF p1&BTR BC: 2x4 OF H1&BTR WEBS: 2x4 OF g1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. LION. " For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series M-3 N N O M 3-06 JOB NAME: Young Residence - A77 3-06 TRUSS SPAN 14'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0' TO 3'- 6.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOADS AS GIVEN AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 3.00 0 5-02-02 5-00-06 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -13) 471 5.6=( -12) 0 5.1=( -15) 49 7-3=(-144) 23 2-3=(-427) 0 6.7=(-305) 5 1.6=(-411) 0 3-8=(-457) 0 3-4=( -63) 18 7.8=( 0) 376 6.2=(-802) 0 8-4=(-200) 0 2-7=( 0) 608 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 3'- 6.0' O/ 1002V -97/ 88H 3.50' 0.97 OF ( 625) 14'- 0.0' 0/ 468V -97/ 88H 2.50' 0.50 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.007' @ 01- 1.8' Allowed = 0.233' MAX DL CREEP DEFL = -0.011' @ 0'- 1.8' Allowed = 0.350' MAX TL CREEP DEFL = -0.015' @ 8'- 11.2' Allowed = 0.500' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.019' MAX HORIZ. LL DEFL = -0.001' @ 13'- 8.5' MAX HORIZ. TL DEFL = 0.002' @ 13'- 8.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord M -2X4 live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 10-06 r4- 5-02-02 14-00 5-03-14 Scale: 0.4485 EXP. 3/31/13 /Z//2///'< WARNINGS: GENERAL NOTES, unless e wise noted A77 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywaa(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. SEQ. : 5040947 fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a non -corrosive environment, TRANS I D : 327690 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the gmitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center WfCA in SCSI. copies of which will be furnished upon request. th tines coincide with joint center ices. IIIIII VIII II I I III II I VIII III I III IIIITPI 9. Digits indicate of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10For . designsee ESR -2529 (CompuTrus) gn vol )es and/O EScoR_lnnec oESRte EXP. 3/31/13 /Z//2///'< IIIIII ThMiBgn RICA e(MC4' fnpu> put M SPATES LUMBER SPECIFICATIONS TRUSS SPAN 10'- 6.0' GENERAL NOTES, unless otherwise noted TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1. This truss design is adequate for the design parameters shown. Review BC: 2x6 OF SS SPACED 24.0' O.C. and approval is the responsibility of the building designer. not the WEBS: 2x4 OF #1&BTR 2. 2x4 compression web bracing must be installed where shown +, ss trudesigner or truss engineer. LOADING 2. Design assumes the top and bottom chords to be laterally braced at TC LATERAL SUPPORT <= 12'DC. UON. ADDL: TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 0'- 0.0' TO 10'- 6.0' V BC LATERAL SUPPORT <= 12'OC. UON. ADDL: TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 0'- 0.0' TO 10'- 6.0' V ADDL: BC UNIF LL( 276.8)+DL( 415.2)= 692.0 PLF 0'- 0.0' TO 10'- 6.0' V For hanger specs. - See approved plans ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 10'- 6.0' V Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF CBC 2010 NOT BEING MET. LOADS AS GIVEN ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 7. Design assumes adequate drainage is provided. Join together 2 ply with 3'x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. TP in BCSI. copies of which will be furnished upon request. nails staggered at: IIIIII I I III I VIII VIII VIII VIII IIII III 9. Digits indicate size of plate to inches. 9' oc throughout 2x4 top chords, CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) 3' oc throughout 2x6 bottom chords, and/or ESR -1311. ESR -1988 (MiTek). _ - 9' oc throughout webs. 5-04-12 5-01-04 12 3.00 v M - r M -2x4 5-01-04 5-04-12 <PL:10-00-12 10-06 JOB NAME: Young Residence - A78 N co 0 v CBC201011BC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-4150) 0 4.5=(-492) 684 4.1=(-2610) 0 2.6=(-4436) 0 2.3=( -188) 182 5.6=( 0) 3746 1-5=( 0) 4074 6-3=( -204) 20 5-2=( 0) 2858 BEARING MAX VERT MAX HORZ ERG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES 01- 0.0' 0/ 4063V -6001 600H 3.50' 2.17 OF ( 625 10'- 6.0' 0/ 4179V -600/ 600H 5.50' 2.23 OF ( 625) Scale: 0.4307 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L1240 MAX LL DEFL = -0.020' @ 5'- 1.3' Allowed = 0.325' MAX DL CREEP DEFL = -0.044' @ 5'- 1.3' Allowed = 0.487' MAX TL CREEP DEFL = -0.064' @ 5'- 1.3' Allowed = 0.487' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.044' MAX HORIZ. LL DEFL = 0.003' @ 10'- 2.5' MAX HORIZ. TL DEFL = 0.008' @ 10'- 2.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat .2 Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. + LATERALLY BRACE TO ROOF DIAPHRAGM + 2X4 WEB BRACE REOUIRED. EXP. 3/31/13 WARNINGS: GENERAL NOTES, unless otherwise noted A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer. not the 2. 2x4 compression web bracing must be installed where shown +, ss trudesigner or truss engineer. 3. AB lateral force resisting elements such as temporaryand permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stabilitybracing must be designed b designer of complete structure. W 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE • 12/12/2011 9 9 Y 9 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040948 fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a noncorrosive environment, TRANS I D : 327690 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by S. Plates shall be located on both faces of truss, and placed so their center TP in BCSI. copies of which will be furnished upon request. lines coincide with joint center ices. IIIIII I I III I VIII VIII VIII VIII IIII III 9. Digits indicate size of plate to inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311. ESR -1988 (MiTek). VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L1240 MAX LL DEFL = -0.020' @ 5'- 1.3' Allowed = 0.325' MAX DL CREEP DEFL = -0.044' @ 5'- 1.3' Allowed = 0.487' MAX TL CREEP DEFL = -0.064' @ 5'- 1.3' Allowed = 0.487' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.044' MAX HORIZ. LL DEFL = 0.003' @ 10'- 2.5' MAX HORIZ. TL DEFL = 0.008' @ 10'- 2.5' Wind: 85 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat .2 Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. + LATERALLY BRACE TO ROOF DIAPHRAGM + 2X4 WEB BRACE REOUIRED. EXP. 3/31/13 II IIII SPATMAgn I e fM nripu> put LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR; 2x6 OF SS T2 BC: 2x6 OF SS WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT - 1210C. UON. BC LATERAL SUPPORT <= 12'OC. UON. LETINS: 0-00-00 2-06.00 " For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = Compu7rus, Inc M,M20HS,M18HS,M16 = MiTek MT series CO M-5 N N Km O O 1 G 6-11-04 )<PL:20-04-04 JOB NAME: Young Residence - A79 16.09.08 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 01- 0.0' TO 81 - TC UNIF LL( 100.0)+DL( 115.0)= 215.0 PLF 8'- 0.0' TO 8' - TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 8'- 9.5' TO 16' - BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0' TO 16' - TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 8'- 0.0' TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 8'- 9.5' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.132' @ 8'- 0.0' Allowed = 0.535' MAX DL CREEP DEFL = -0.267' @ 8'- 0.0' Allowed = 0.802' MAX TL CREEP DEFL = -0.400' @ 8'- 0.0' Allowed = 0.802' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.267' MAX HORIZ. LL DEFL = 0.019' @ 16'- 4.0' MAX HORIZ. TL DEFL = 0.046' @ 16'- 4.0' Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord 7-11-11 1-08-10 7-01-03 live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 3-05-07 4-06-04 1-08-10 4-01-11 0-06-08 2-05 12 3.00 f7 802.70# v 3.00 802.70# M -4x14 m� M -8x8 3-11-04 16-09-08 5-11 Scale: 0.3710 CBC2010/IBC2009 MAX MEMBER FORCES 4WH/GDF/Cq=1.00 WARNINGS: GENERAL NOTES, ted 1. 2=(-4403) 0 1- 8=(0) 4070 2. 8=( 0) 753 Truss : and Warnings before construction commences. 2- 3=(-4921) 0 8- 9=(0) 4282 8. 3=( -362) 35 buss designer or truss engineer. 3. 4=(-4809) 0 9. 7=(0) 2945 8. 4=( 0) 599 0.0' V 2' o.c. and at 10' o.c. respectively unless braced throughout their length by 4. 5=(-4329) 0 assumes no responsibility for such bracing. 4. 9=( -405) 0 9.5' V 4. No load should be applied to any component until after all bracing and 5- 6=(-3236) 0 SEQ. : 5040949 9- 5=( O) 1393 9.5' V TRANS I D : 327690 6- 7=( -30) 44 and are for -dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 6- 7=(-3412) 0 9.5' V necessary. tabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1850V -63/ 46H 3.50' 1.97 OF ( 625) 16'- 9.5' 0/ 1889V -63/ 46H 5.50' 2.02 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.132' @ 8'- 0.0' Allowed = 0.535' MAX DL CREEP DEFL = -0.267' @ 8'- 0.0' Allowed = 0.802' MAX TL CREEP DEFL = -0.400' @ 8'- 0.0' Allowed = 0.802' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.267' MAX HORIZ. LL DEFL = 0.019' @ 16'- 4.0' MAX HORIZ. TL DEFL = 0.046' @ 16'- 4.0' Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord 7-11-11 1-08-10 7-01-03 live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 3-05-07 4-06-04 1-08-10 4-01-11 0-06-08 2-05 12 3.00 f7 802.70# v 3.00 802.70# M -4x14 m� M -8x8 3-11-04 16-09-08 5-11 Scale: 0.3710 EXP. 3/31/13 ;, /2 //Z / // '< WARNINGS: GENERAL NOTES, ted A � 9 I. Builder and erection contractor should be advised of all General Notes uate for the is adequate 1. This buss design is adequate for the design parametersshown. Review Truss : and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. buss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM slability bracing must be designed by designer of complete structure. lability 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 12/12/2011 assumes no responsibility for such bracing. continuous sheathing such as plywood sheadang(TC) and/or drywa8(SC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040949 fasteners are complete and at no time should any bads greater than 5. Design essumes trusses are to be used in a non -corrosive environment, TRANS I D : 327690 design loads be applied to any component. and are for -dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. Compu7rus has no control over and assumes no responsibility for the necessary. tabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 8. This design is furnished subject to the limitations set forth by 8. plates shall be located on both faces of truss, and placed so their center in SCSI, copies of which will be furnished upon request. lines coincide with joint center tines. (III III I II I VIII I 111111111111111 I II II VIII IN INTPIANTCA 9. Digits indicate size of plate to inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (compuTrus) and/or ESR -1311, ESR -1988 (Mrrek). EXP. 3/31/13 ;, /2 //Z / // '< II IIII ThMignNW.d 11)mpuiput i SPATES FABRICATORS LUMBER SPECIFICATIONS TC: 2x4 OF H1&BTR BC: 2x4 OF HI&BTR WEBS: 2 x 4 OF kt&BTR; 2x6 OF SS A TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. LION. LETINS: 1-00-00 1-06.00 ** For hanger specs. - See approved plans Connectorplate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series v 0 N G 8-10 -11-11 3-05-05 12 3,00 0 TRUSS SPAN 16'- 9.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-05 IIM-4x4 A n' 4-00-10 8-10 <PL:20-04-04 16-09-08 JOB NAME: Young Residence - A80 7-11-08 Scale: 0.3758 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 WARNINGS: 1. 2=( -228) 0 1- 8=(0) 1478 1. 2=(-1662) 0 A O 2. 3=(-1602) 0 8. 7=(0) 1185 3- 8=( -328) 17 1. Builder and erection contactor should be advised of all General Notes 3. 4=(-1311) 0 8- 4=( 0) 272 T I' U $ S : 4. 5=(-1302) 0 8- 5=( -95) 181 and Warnings before construction commences. 5. 6=(-1315) 0 6- 7=(-1536) 0 6- 7=( -73) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 831V -44/ 40H 3.50' 0.89 OF ( 625) 16'- 9.5' 0/ 848V -44/ 40H 5.50' 0.90 OF ( 625) stabilitybracing must be designed b designer or complete structure. P VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 DATE • 12/12/2011 MAX LL DEFL = -0.090' @ 4'- 4.6' Allowed = 0.535' 8 9 Y 0 CompuTrus assumes no responsibility for such bracing. MAX DL CREEP DEFL = -0.195' @ 8'- 10.0' Allowed = 0.802' MAX TL CREEP DEFL = -0.284' @ 8'- 10,0' Allowed = 0.802' 4. No bad should be applied to any component until after all bracing and RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.195' //�� SE S EQ . : 5040950 MAX HORIZ. LL DEFL = 0.011' @ 16'- 4.0' fasteners are complete and at no time should any loads greater than MAX HORIZ. TL DEFL = 0.027' @ 16'- 4.0' TRANS I D : 327690 Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, design loads be applied to any component. Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 7-11-08 Design checked for a 300 lb concentrated top chard live load per IBC 2009 due to maintenance workers fabrication, handling, shipment and installation of components. which is non -concurrent with other live loads. 2-05-12 1-05-02 12 8. This design is furnished subject to the limitations set forth by a 3.00 8-10 <PL:20-04-04 16-09-08 JOB NAME: Young Residence - A80 7-11-08 Scale: 0.3758 EXP. 3/31/13 :, /Z //Z / / / ( WARNINGS: GENERAL NOTES, unless otherwise noted A O 1. Builder and erection contactor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review T I' U $ S : and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, buss designer or truss engineer. 3. All lateral force resisting elements such as temporary and pemwnent 2. Design assumes the top end bottom chords to be laterally braced at DES. BY: AM stabilitybracing must be designed b designer or complete structure. P 2' o.c. and at 10' o.c. respectively unless braced throughout that' length j y DATE • 12/12/2011 8 9 Y 0 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall BC . 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. //�� SE S EQ . : 5040950 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, TRANS I D : 327690 design loads be applied to any component. and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 8. This design is furnished subject to the limitations set forth by S. Plates shell be located on both faces of truss, and placed so their center TPIIwrCA in BCSI, copies of which will be furnished upon request inc de coincide lines cowith joint center tines. IIIIII VIII III I I III VIII III VIII IN IIII 8. Digits size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1888 (MiTek). EXP. 3/31/13 :, /Z //Z / / / ( VIII ThA ignI a ff�mput�ut f' LUMBER SPECIFICATIONS TC: 2x4 OF H1&BTR BC: 2x4 OF p1&BTR WEBS: 2x4 OF kt&BTR; 2x6 OF SS A TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. UON. LETINS: 1-00-00 1-06.00 •" For hanger specs. - See approved plans Connectorplate prefix designators: C,CN,Cl8,CN18 (or no prefix) = CompuTrus, Inc M,U20HS,M18HS,M16 = MiTek MT series 8-10 -11-11 3-05-05 12 3.00 0 TRUSS SPAN 16'- 9.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-05 IIM-4x4 A n 4-00-10 V, O O 1 8-10 L:20-04-04 16-09-08 JOB NAME: Young Residence - A81 7-11-08 Scale: 0.3758 CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 GENERAL NOTES, unless otherwise noted: 1. 2=( -228) 0 1. 8=( 0) 1538 1. 2=(-1662) 0 1. Builder and erection contractor should be advised of all General Notes 2. 3=(-1602) 0 8- 7=(-60) 1453 3. 8=( -348) 123 Truss: 3. 4=(-1311) 0 8. 4=( 0) 273 and approval is the responsibility of the building designer, not the 4. 5=(-1302) 0 8. 5=( -175) 304 2. 2x4 compression web bracing must be installed where shown +. 5. 6=(-1315) 0 6. 7=(-1536) 0 6- 7=( -73) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 831V -1000/ 1000H 3.50' 0.89 OF ( 625) 16'- 9.5' OI 848V -1000/ 1000H 5.50' 0.90 OF ( 625) 4. No bad should be applied to any component until after all bracing and VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 SEQ. : 5040951 MAX LL DEFL = -0.090' @ 4'- 4.6' Allowed = 0.535' 5. Design assumes busses are to be used in a noncorrosive environment, MAX DL CREEP DEFL = -0.194' @ 8'- 10.0' Allowed = 0.802' design loads be applied to any component. MAX TL CREEP DEFL = -0.284' @ 8'- 10.0' Allowed = 0,802' TRANS I D : 327690 RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.194' 6. Design assumes full bearing at all supports shown. Shim or wedge it MAX HORIZ. LL DEFL = 0.011' @ 16'- 4.0' fabrication, handling, shipment and installation of components. MAX HORIZ. TL DEFL = 0.027' @ 16'- 4.0' COND. 2: 1000.00 LBS DRAG LOAD. S. Plates shell be located on both faces of truss. and placed so their center Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, in BCSI, copies of which will be furnished upon request Enclosed, Cat.2, Exp.B, MWFRS, 7-11-08 interior zone, load duration factor=1.6 9. Digits indicate size of plate in inches. Design checked for a 300 lb concentrated top chord 2-05-12 1-05-02 live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 12 a 3.00 V, O O 1 8-10 L:20-04-04 16-09-08 JOB NAME: Young Residence - A81 7-11-08 Scale: 0.3758 EXP. 3/31/13 Vii./Z//Z/l/< OF WARNINGS: GENERAL NOTES, unless otherwise noted: A81 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. Ali lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stab li bmdn must De desi ned b desi ner of cora late sWcture. N 2'o .c- and at 10' o.c. respectively unless braced throughout their lenggth by DATE: 12/12/2011 e 9 Y 9 P CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathingCrC) andfordrywall BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040951 fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a noncorrosive environment, design loads be applied to any component. and are for -dry condition' of use. TRANS I D : 327690 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge it fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 8. This design is furnished subject to the limitations set forth by S. Plates shell be located on both faces of truss. and placed so their center in BCSI, copies of which will be furnished upon request lines coincide with joint center Ines. IIIIII I II III I III II I VIII I II IIII IIIITPINVECA 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) end/or ESR -1311, ESR -1988 (MiTek). EXP. 3/31/13 Vii./Z//Z/l/< OF II IIII ThA iABRIgnTORS Wmpu�put M LUMBER SPECIFICATIONS TC: 2x4 OF #i&BTR; 2x6 OF SS T2 BC: 2x6 DF SS WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT - 1210C. LION. BC LATERAL SUPPORT <= 1210C. UON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ------------------------------ Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 17.08-00 HIP SETBACK 7-06.00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 01- 0.0' TO 71- 6.0' V TC UNIF LL( 95.0)+DL( 109.2)= 204.2 PLF 71- 6.0' TO 101- 2.0' V TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 101- 2.0' TO 171- 8.0' V BC UNIF LL( 0.0)+DL( 33.2)= 33.2 PLF 0'- 0.0' TO 17'- 8.0' V TC CONC LL( 325.0)+DL(373.8)= 698.8 LBS @ 7'- 6.0' TC CONC LL( 325.0)+DL( 373.8)= 698.8 LBS @ 10'- 2.0 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-05-11 3-02-07 4-03-04 12 3.00 M -5x12 M-0 co co C�lO 2-08-10 2-08-10 698.80# 4-03-04 80# M -8x10 I, �. •L L 6-05-04 4-11-04 6-03-08 t � <PL:20-04-04 17-08 WEDGE REQUIRED AT HEEL(S). JOB NAME: Young Residence - A82 Scale: 0.3770 CBC2010/IBC2009 MAX MEMBER FORCES 4WA/GDF/Cq=1.00 1- 2=(-4498) 0 1- 7=(0) 4143 2- 7=( 0) 952 2- 3=(-5179) 0 7. 8=(0) 5051 7- 3=(-149) 63 WARNINGS: 3- 4=(-5053) 0 8. 6=(0) 4149 7- 4=(-160) 171 A82 4. 5=(-5163) 0 4- 8=(-155) 61 1. Builder and erection contractor should be advised of all General Notes 5- 6=(-4506) 0 8- 5=( 0) 933 BEARINGMAX VERT MAX HORZ BAG REQUIRED BAG LENGTH LOCATIONS AEACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0' 0/ 1910V -61/ 61H 3.50' 2.04 OF ( 625) 17'- 8.0' 0/ 1910V -61/ 61H 3.50' 2.04 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 3. All lateral force resisting elements such as temporary and permanent MAX LL DEFL = -0.154' @ 7'- 6.0' Allowed = 0.569' DES. BY: AM MAX DL CREEP DEFL = -0.312' @ 7'- 6.0' Allowed = 0.854' stability bracing must be designed by designer of complete structure. MAX TL CREEP DEFL = -0.465' @ 7'- 6.0' Allowed = 0.854' DATE: 12/12/2011 RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.312' CompuTrus assumes no responsibility for such bracing. MAX HORIZ. LL DEFL = 0.024' @ 17'- 4.5' MAX HORIZ. TL DEFL = 0.058' @ 17'- 4.5' 4. No load should be applied to any component until after all bracing and Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, SEQ. : 5040952 Enclosed, Cat.2, Exp.B, MWFRS, fasteners are complete and at no time should any loads greater than interior zone, load duration factor=1.6 TRANS I D : 327690 Design checked for a 300 lb concentrated top chord 7-05-11 live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 3-02-07 necessary. 12 a 3.00 Design assumes adequate drainage Is provided. I, �. •L L 6-05-04 4-11-04 6-03-08 t � <PL:20-04-04 17-08 WEDGE REQUIRED AT HEEL(S). JOB NAME: Young Residence - A82 Scale: 0.3770 47 N O EXP. 3/31/13 ;,/2//2///1< WARNINGS: GENERAL NOTES, unless otherwise noted A82 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous shesuch as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040952 fasteners are complete and at no time should any loads greater than 5. Design assumes trussesere to be used in a noncorrosive environment. TRANS I D : 327690 design loads be applied to any component. and are for "dry condition' fuse. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling,shipment and installation of components. P7. Design assumes adequate drainage Is provided. 6. This design is furnished subject to the limitations set forth by 6. Plates shall be located on both faces of truss, and placed so their center TPIANTCA in SCSI, copies of which All be famished upon request. lines coincide with joint center foes. III II VIII VIII IIII VIII IIII II II IIII IIII 9. Digits indicate size ofplate in inches. CompuTrus, Inc. Software 7.6.3(1 L) -E 10 see ESR-2529(CompuTrus) or 0.ato aFornd ESR-1311tor 86i(MTek).s 47 N O EXP. 3/31/13 ;,/2//2///1< "11111M == r M M= M= M M M LUMBER SPECIFICATIONS TC: 2x4 OF pt&BTR BC: 2x4 OF f)1&BTR WEBS: 2x4 OF d1&BTR TC LATERAL SUPPORT - 12'OC. UON. BC LATERAL SUPPORT - 1210C. UON. LETINS: 1.00.00 1.00.00 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,U20HS,Ml8HS,M16 = MiTek MT series N b c 00 O 1 C 8-10 _ Th ' ign Med f�nlput�ut t� SPATES FABRICATORS (MC) TRUSS SPAN 17'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING REQUIREMENTS OF CBC 2010 NOT BEING MET. LOCATIONS 0'- 0.0' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 17'- 8.0' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 0-11-11 3-05-05 4-05 i 12 3.00 C---- IIM-4x4 A n^ 8-10 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=(-251) 0 1. 8=(0) 1605 1. 2=(-1799 0 2. 3=(-1739) 0 8- 7=(0) 1605 3- 8=( -296; 28 3. 4=(-1489) 0 8- 4=( 0) 343 4- 5=(-1489) 0 8- 5=(-296) 28 5. 6=(-1739) 0 6- 7=(-1799) 0 6- 7=( -251) 0 MAX VERT MAX HORZ 8RG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 01 883V -441 44H 3.50' 0.94 OF ( 625) OI 883V -441 44H 3.50' 0.94 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.107' @ 8'- 10.0' Allowed = 0.569' MAX DL CREEP DEFL = -0.235' @ 8'- 10.0' Allowed = 0.854' MAX TL CREEP DEFL = -0.342' @ 8'- 10.0' Allowed = 0.854' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.235' MAX HORIZ. LL DEFL = 0.014' @ 17'- 4.5' MAX HORIZ. TL DEFL = 0.035' @ 17'- 4.5' Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Ex%B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord -f live load per IBC 2009 due to maintenance workers 4-05 3-05-05 0-11-11 which is non -concurrent with other live loads. 12 a 3.00 8-10 <PL:20-04-04 17-08 JOB NAME: Young Residence - A83 8-10 Scale: 0.3767 N OD O EXP. 3/31/13 ?./1.//2///'( WARNINGS: GENERAL NOTES, unless otherwise noted A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown *. truss designer or truss engineer. 3All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY : AM ng must be designed by designer of complete structure. stab li.ly bracing o.c. and at 10' o.c. respectively unless braced throughout their lenth by gg DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(rC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040953 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 327690 design bads be applied to any component. and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. VIII VIII II I I III II I VIII VIII I II IIIITPIIWfCA 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1886 (MiTek). N OD O EXP. 3/31/13 ?./1.//2///'( "Il Jill ThMignI a IM OMPui_put M SPATES LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR BC: 2x4 OF #18871 WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. LETINS: 1.00.00 1-00-00 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 8-10 TRUSS SPAN 17'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 0-11-11 3-05-05 4-05 4-05 "i 12 3.00 C IIM-4x4 A n' N a0 O O 1 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 I- 2=(-251) 0 1. 8=(0) 1605 1- 2=(-1799) 0 2- 3=(-1739) 0 8. 7=(0) 1605 3. 8=( -296) 28 3. 4=(-1489) 0 8- 4=( 0) 343 4. 5=(-1489) 0 8. 5=( -296) 28 5. 6=(-1739) 0 6- 7=(-1799) 0 6. 7=( -251) 0 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 883V -500/ 500H 3.50' 0.94 OF ( 625) 17'- 8.0' 0/ 883V -500/ 500H 3.50' 0.94 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.107' @ 81- 10.0' Allowed = 0.569' MAX OL CREEP DEFL = -0.235' @ 8'- 10.0' Allowed = 0.854' MAX TL CREEP DEFL = -0.342' @ 8'- 10.0' Allowed = 0.854' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.235' MAX HORIZ. LL DEFL = 0.014' @ 17'- 4.5' MAX HORIZ. TL DEFL = 0.035' @ 17'- 4.5' 1COND. 2: 500.00 LBS DRAG LOAO.� Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, 8-10 interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord 3-05-05 0-11-11 live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 12 a 3.00 8-10 8-10 G<PL:20-04-04 17-08 L JOB NAME: Young Residence - A84 Scale: 0.3767 a EXP. 3/31/13 WARNINGS: GENERAL NOTES, A 8 1. Builder and erection contractor should be advised of all General Notes uatotherwise the del 1. This buss design is adequate for the design parameters shown. Review Is adequate Truss : and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stabilitybracing must be designed by designer of complete structure.2' o.c. and at 10' o.c. respectively unless braced throughout their length byclure. DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywag(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040954 fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 327690 design loads be applied to any component. and are for "dry condition' of use. 6. Design assumes full hearing at all supports shown. Shim or wedge if S.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes face is provided. 8. This design i5 furnished subject to the limitations set forth by located on both 8. Plates shell be locatetl on both faces of truss, and placed so their center TPIANTCA In BCSI, copes of which will be furnished upon request lines coincide with joint center ices. IIIIII I III III I I III VIII II III III IIII III 9. Digits indicatecoincide size of plate in cinches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1888 (MiTek). a EXP. 3/31/13 IIIIII SPATEMS FABRICAign We 11MMPu�put 4M LUMBER SPECIFICATIONS 17.08.00 HIP SETBACK 8.00-00 FROM END WALL RNINGS: GENERAL NOTES, unless otherwise noted CBC2010jIBC2009 MAX MEMBER FORCES 4WRjGDFjCq=1.00 TC: 2x4 OF k16BTR; 1. This truss design is adequate for the design parameters shown. Review LOAD DURATION INCREASE = 1.25 (Non -Rep) and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, I. 2=(-4755) 0 1- 7=(0) 4397 2- 7=( 0) 870 2x6 OF SS T2 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stab l brach must be desi ned b desi ner of com late sWc[ure. N 2' o.c. and at 10' O.C. respectively unless braced throughout their length by DATE: 12/12/2011 9 9 Y g P CompuTrus assumes no responsibility for such bracing. 2. 3=(-5368) 0 7. 8=(0) 5226 7- 3=(-114) 83 BC: 2x6 OF SS 4. Installation of truss is the responsibility of the respective contractor. LOADING fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a non-cortosdve environment, TRANS I D : 327690 design loads be applied to any component. 3. 4=(-5229) 0 8. 6=(0) 4404 7- 4=(-134) 145 5. CompuTrus has no control over and assumes no responsib lily for the necessary. TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0' TO 8'- 0.0' V 6. This design is furnished subject to the limitations set forth by 4- 5=(-5356) 0 4- 8=(-119) 77 WEBS: 2x4 OF ff188TR Ones coincide with joint center ices. TC UNIF LL( 100.0)+DL( 115.0)= 215.0 PLF 8'- 0.0' TO 9'- 8.0' V CompuTrus, Inc. Software 7.6.3(1 Q -E 5. 6=(-4762) 0 8- 5=( 0) 855 and/or ESR -1311, ESR -1988 (Mi7ek). TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 9'- 8.0' TO 17'- 8.0' V TC LATERAL SUPPORT - 1210C. UON. BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 01- 0.0' TO 171- 8.0' V BC LATERAL SUPPORT - 12'OC. UON. BEARINGMAX VERT MAX HORZ BRG REQUIRED BRG LENGTH TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 81- 0.0' LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 91- 8,0' 01- 0.0' Oj 1979V -631 63H 3.50' 2.11 OF ( 625) 17'- 8.0' Oj 1979V -63j 63H 3.50' 2.11 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF CBC 2010 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=Lj360, TL=Lj240 C,CN,CI8,CN18 (6r no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.150' @ 81- 0.0' Allowed = 0.569'MAX M,M20HS,M18HS,M16 =Mi7ek MT series AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. X DL CREEP DEFL = -0.308' @ TL CREEP DEFL = 0 458' @ 8'- 0.0' Allowed = 0.854' 8' 0 O' All d = 0 854' M-6 M-6 O O ) MA owe RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.308' MAX HORIZ. LL DEFL = 0.025' @ 17'- 4.5' MAX HORIZ. TL DEFL = 0.060' @ 17'- 4.5' Wind: 85mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord 7-11-11 1-08-10 7-11-11 live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads, 3-05-07 4-06-04 1-08-10 4-06-04 3-05-07 12 3.00 r -1- 802.70# 802.70# M -5x12 M -8x12 12 a 3.00 WEDGE REQUIRED AT HEEL(S). 6-11-04 3-11-04 L <PL:20-04-04 17-08 JOB NAME: Young Residence - A85 6-09-08 Scale: 0.3800 x8 N O EXP. 3/31/13 RNINGS: GENERAL NOTES, unless otherwise noted A8- 1. Builder and erection contractor shouts be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, buss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stab l brach must be desi ned b desi ner of com late sWc[ure. N 2' o.c. and at 10' O.C. respectively unless braced throughout their length by DATE: 12/12/2011 9 9 Y g P CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040955 fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a non-cortosdve environment, TRANS I D : 327690 design loads be applied to any component. and are for "dry condition' of use. 6. Design assumes full bearing et all shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsib lily for the necessary. fabrication, handling, shipment and installation of components, 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shell be located on both faces of truss, and placed so their center 7PIANfCA in SCSI, copes of which will be furnished upon request. Ones coincide with joint center ices. III II VIII III I I III VIII VIII VIII IIII III 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (Mi7ek). x8 N O EXP. 3/31/13 "ll Jill M ThSPATEMS FFAgnI e(MCInpuMput LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR; 2x6 OF SS T2 BC: 2x6 OF SS WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT - 1210C. LION. BC LATERAL SUPPORT - 1210C. LION. NOTE: 2x4 BRACING AT 24'OC LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ---------------------------- Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,Ml8HS,UI6 = MiTek MT series ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN I nails staggered at: 9' octhroughout 2x4 top chords, 9' oc throughout 2x6 top chards, 5' oc throughout 2x6 bottom chords, 9' 0c throughout webs. 3-02-11 11.01.00 HIP SETBACK 3.03.00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 01- 0.0' TO 31- 3.0' V TC UNIF LL( 52.5)+DL( 60.4)= 112.9 PLF 31- 3.0' TO 71- 10.0' V TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 71- 10.0' TO 11'- 1.0' V BC UNIF LL( 0.0)+DL( 18.4)= 18.4 PLF 0'- 0.0' TO 11'- 1.0' V ADDL: TC UNIF LL( 20.0)+DL( 23.0)= 43.0 PLF 01- 0,0' TO 111- 1.0' V ADDL: TC UNIF LL( 20.0)+DL 23.0)= 43.0 PLF 0'- 0.0' TO 11'- 1.0' V ADDL: BC UNIF LL( 181.1)+OL� 271.7)= 452.8 PLF 0'- 0.0' TO 11'- 1.0' V ADDL: BC UNIF LL+DL= 7.0 PLF 01- 0.0' TO 111- 1.0' V TC CONC LL( 48.8)+DL( 56.1)= 104.8 LBS @ 3'- 3.0' TC CONC LL( 48.8)+DL( 56.1)= 104.8 LBS @ 7'- 10.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. LOADS AS GIVEN BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-07-10 j104.80# 3-02-11 12 a 3.00 j104.80# ,x6 0 0 2-00-08 L Scale: 0.4212 M -5x6 =M -8x8 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=(-4816) 0 5- 6=(-1372) 1782 5- 1=(-3872) 0 3- 7=( -196) 182 2. 3=(-4716) 0 6. 7=( O) 4604 1. 6=( 0) 5186 7. 4=( 0) 5146 3. 4=(-4688) 0 7. 8=(-1364) 1788 6. 2=( -74) 82 4. 8=(-3984) 0 6- 3=( -824) 968 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 3770V -1600/ 1600H 3.50' 2.01 OF ( 625) 111- 1.0' 0/ 3769V -1600/ 1600H 3.50' 2.01 OF ( 625) <PL:20-04-04 2-02-04 6-10-04 11-01 JOB NAME: Young Residence - A86 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.042' @ 3'- 3.0' All6wed = 0.350' MAX OL CREEP DEFL = -0.081' @ 3'- 3.0' Allowed = 0.525' MAX TL CREEP DEFL = -0.124' @ 3'- 3.0' Allowed = 0.525' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.081' MAX HORIZ. LL DEFL = 0.005' It 10'- 11.2' MAX HORIZ. TL DEFL = 0.013' @ 10'- 11.2' COD 2: 1600.00 LBS DRAG LOAD, Wind: 85 mph, h=25ft, TCOL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.8, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 WARNINGS: GENERAL NOTES, unless otherwise noted A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss:86 and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3All lateral force resisting elements such as temporary and permanent .DES 2. Design assumes the top and bottom chords to be laterally braced at . BY: AM stability bracing must be designed by designer of complete structure. 2' oc. and at 10' o.c. respectively unless braced throughout their lenggth by DATE: 12/12/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5040956 fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used In a non -corrosive environment, r� TRANS I D : 32 690 design bads be applied to any component. and are for "dry condition" of use. 8. Design assumes full baa ng at all supports shown. Shim or wedge if /rf7 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in SCSI. espies of which will be furnished upon request, lines coincide with joint center ices. III II VIII VIII IIII VIII VIII VIII IIII IIII 9.Digits indicate size of plate to inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.042' @ 3'- 3.0' All6wed = 0.350' MAX OL CREEP DEFL = -0.081' @ 3'- 3.0' Allowed = 0.525' MAX TL CREEP DEFL = -0.124' @ 3'- 3.0' Allowed = 0.525' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.081' MAX HORIZ. LL DEFL = 0.005' It 10'- 11.2' MAX HORIZ. TL DEFL = 0.013' @ 10'- 11.2' COD 2: 1600.00 LBS DRAG LOAD, Wind: 85 mph, h=25ft, TCOL=13.8,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.8, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 II IIII SPATEM3 ignICATORS MedMC1_ofnpuMput LUMBER SPECIFICATIONS TRUSS SPAN 4'- 9.7' TC: 2x4 OF g18BTR LOAD DURATION INCREASE = 1.25 BC: 2x4 OF g18BTR SPACED 24.0' O.C. WEBS: 2x4 OF g168TR LOADING TC LATERAL SUPPORT - 1210C. LION. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF BC LATERAL SUPPORT - 12'OC. LION. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LETINS: 1.00.00 0.00.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF CBC 2010 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 0-11-11 3-10 of M -4x8 0 1 <PL:20-04-04 12 3.00 C---- 2-00 2-09-11 JOB NAME: Young Residence - A87 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1.2=( -168) 173 1.5=(-688) 754 1.2=(-1675) 1582 2-3=(-1074) 1015 3-5=(-1212) 982 3-4=(-1319) 1312 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -966/ 1075V -2000/ 2000H 3.50' 1.15 OF ( 625) 1'- 9.6' -712/ 969V 0/ ON 5.50' 1.03 OF ( 625) 4'- 9.7' -248/ 380V -2000/ 2000H 1.50' 0.41 OF ( 625) Scale: 0.6288 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.007' @ 0'- 10.8' Allowed = 0.042' MAX OL CREEP DEFL = -0.000' @ 1'- 3.6' Allowed = 0.063' MAX TL DEFL = 0.007' @ 01- 10.8' Allowed = 0.063' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.008' MAX HORIZ. LL DEFL = 0.012' @ 4'- 8.9' MAX HORIZ. TL DEFL = -0.013' @ 4'- 8.9' This truss does not include any time dependent deformation forlong term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Designchecked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 n"/2/13///'< l: WARNINGS: GENERAL NOTES, A S 1. guilder and erection contractor should be advised of all General Notes uate for thenoted: 1. This truss design is adequate for the design parameters shown. Review is adequate s Truss : and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. buss designer or truss engineer. 3. All lateral force resisting elements such as temporary and Permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 12/13/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5041848 fasteners are complete and at no Brae should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 327 776 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss. and placed so their center TPIMlrCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center tines. VIII II II I I III I II II II III') IIII IIII 9. Digits indicate size of plate In Inches. CompuTrus, Inc. Software 7.6.3(1 Q -E 10. For basicconnector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.007' @ 0'- 10.8' Allowed = 0.042' MAX OL CREEP DEFL = -0.000' @ 1'- 3.6' Allowed = 0.063' MAX TL DEFL = 0.007' @ 01- 10.8' Allowed = 0.063' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.008' MAX HORIZ. LL DEFL = 0.012' @ 4'- 8.9' MAX HORIZ. TL DEFL = -0.013' @ 4'- 8.9' This truss does not include any time dependent deformation forlong term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=25ft, TCDL=13.8,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Designchecked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/13 n"/2/13///'< l: E \® <V (D ("� 01 V N N N m m 1� r N N E2 E E d.E NE;vE E a w v E �+Eo E� E E �E �Eiv Ero EO n� c m 4, 4 n QL c ` a m m o '' c 'n o i 21 ---------------- i-4'41dadaEi c AIS �� o� cm m ZH cu yo E ''x°`O mU m t c O U Oro � a O C 3 c o m a E ¢3a fO H 5W -�1- vu >•o Ea rod° J a n s m E p 2 0 u v E n °E ma FOU 2� �vT vE a* uu ua �� UW 0 �o ��o �O Z� `n`ain ZE a! v m tU u m E C y N Z Z� p� 2 o m Sw 2EO v inE F�E F-EzoE r doEinE � oEivE o � ihE 4) m J ci Oh 6 CoQ O Env lnm °jO M� N� a O o v a v E'° E E]lr== � Til N c � a a" C) 1E JE �N ami I Q Q E y E 4 @ Mm u O Z �N 3 a, p v o E m O at pi� � lmnro �i vbi ¢N a Codi m a E \® <V (D ("� 01 V N N N m m 1� r N N E2 E E d.E NE;vE E a w v E �+Eo E� E E �E �Eiv Ero EO n� c m 4, 4 n QL c ` a m m o '' c 'n o i 21 ---------------- i-4'41dadaEi c AIS �� o� cm m ZH cu yo E ''x°`O mU m t c O U Oro � a O C 3 c o m a E ¢3a fO H 5W -�1- vu >•o Ea rod° J a n s m E p 2 0 u v E n °E ma FOU 2� �vT vE a* uu ua �� UW 0 �o ��o �O Z� `n`ain ZE a! v m tU u m E C y N Z Z� p� 2 o m Sw 2EO � @ m m t0. 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Ocavi o° v ,`w �mYi H$aroc�,c owo�� a� :;:•'f%eCi�f';' �+L'cEVEu NvE'aoimEb� be m�i9 mmA z N y o p p �i rn o Q c72 4°_ p, L i p a Q oao -u O Frn 2 mE Z m 4 p' O c 4: mfjo,m'uco o L E To U 5 ma H+ m MavmaawoEwovo $v °c�'�mt E'°mo0 _i ''wE�^ymmm o ao $ €b aolc'° c`ro E"m \a'' vEvoe�E o, vomv� me ;°v 92 oc v Hy U •S,.s; n..y , o f >, u v ;R B o y na m y E 'E $l - ao m p3 v' m Cl v "' '1:i;S:}.•::{;.:. v 4✓ _ v ,Xm m e P: o° �' t L v' N o o n- E i `f;`:G?:t.'•';;g Za o of m °� v o E o a Ern a roro \� Emyrp� m �'m p G `0 N ;' C> O`OC -9 _W ,Qw m ¢ oC hO cc�m mwm n �tiVV_ VOmvEmoaa �v m� * o NcoT J dYaN E'Wro 'I .O i Liu O Ol QI -O 'fit mEO ;q f•. >,oto p nvmm'cg o �'a i� n • f::Ea3c.u,.. Ocavi o° v ,`w �mYi H$aroc�,c owo�� a� :;:•'f%eCi�f';' �+L'cEVEu NvE'aoimEb� be m�i9 mmA z N y o p CompuTpus" Inc. Custom Software Engineering Manufacturing DETAIL FOR CONVENTIONALLY FRAMED VALLEY FILL VALLEY JACKS SPACED 24" o.c. CLEAR SPAN NOT TO EXCEED 8'-0". FOR SIZE AND GRADE SEE END JACK CHART OR RAFTER SPAN TABLE UNDER APPROPRIATE C.S.I. LOADING. VALLEY PADS - 14 OR 2 - 2x4's. JACK POSTS - 2x4's TO BE PLACED UNDER VALLEY JACKS AT NO MORE THAN 8'-0" o.c. AND NAILED TO JACK PURLINS. JACK PURLINS - 2x4x4'-0" SPANNING OVER THREE TRUSSES UNDERNEATH AND PARALLEL TO VALLEY JACKS TO WHICH THE JACK POST SUPPORTS ARE NAILED. RIDGE BOARD - MINIMUM 2)6 NO. 2 HEM -FIR. RIDGE POST 2x4's TO BE PLACED UNDER RIDGE BOARD AT NO MORE THAN 5'-O' o.c. AND NAILED TO RIDGE PURLIN. RIDGE PURLIN - 2x4 WHOSE LENGTH IS 1/2 THE VALLEY WIDTH AT THE POINT ueu inir_ o0o INDICATED BY A RIDGE POST. iornor onno FILE NO: CALIF FILL DETAIL DATE: 01/20/08 REF: 25,15-1 DES: SC IBC 2009 / CBC 2010 SEQ: S151509 END WALL, GABLE END OR GIRDER TRUSS A FOR GABLE ENDS OVER 6'-1" IN HEIGHT CaMPUTr us. Inc. "• MINIMUM GABLE STUD GRADE 2x4 CONSTRUCTION GRADE DOUG -FIR GABLE STUD SPACING 16"0C Custom Software Enaineerina Manufacturina Design conforms to Main Windforce-Resisting System also Components and Cladding criteria. Wind: 90 mph, h=30ft max, ASCE 7-06, Enclosed, Cat.2, EXP.C, ATTACHED WITH 16d DRAG GABLE 90C (+ 6'-1") DATE: 07/01/09 REF: 25-15 DES: SC IBC 2009 / CBC 2010 SEQ: S151507 SHEATHING TO GABLE END NAIL AT 6" o.c. NOTCHED PER OUTLOOKER SPACING PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN ACCORDANCE WITH IBC TABLE 2306.7. 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. 2x4 BLOCKS WITH 3-16d NAILS EACH END 2x4 BRACE WITH 4-16d NAILS 8d NAIL AT 6" o.c. 2x4 BLOCK WITH 2-16d TOE NAIL EACH END. 2-16d GABLE STUD 16d at 24" o.c. 1-16d i 2-16d /471 at 24" 24° O.C. 2-16d //�CompuTrus. Inc. Custom Software Engineering Manufacturing (2) rAA1 F FNn BRACING FOR GABLE END DRAG GABLE 100C (- 6'-1") DATE: 07/01/09 REF: 25-15 DES: SC IBC 2009 / CBC 2010 SEQ: S151508 FOR GABLE ENDS UNDER 6-1" IN HEIGHT MINIMUM GABLE STUD GRADE - 2x4 OF No 1 8 BTR GABLE STUD SPACING 16" oc CONDITION 2 GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, PROVIDED 1 STUCCOOR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN ACCORDANCE WITH IBC TABLE 2306.7. 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. 10E AT 16'-0" o.c. OR AT RLINE. ATTACH WITH 16d HOWN IN O. RAL M-2.! 4TE Design conforms to Main Windforce-Resisting System also Components and Cladding criteria. Wind: 100 mph, h=30ft max, ASCE 7-06, Enclosed, Cat.2, Exp.C, gable end zone, bad duration factor=1.6 M -2.5x4 CUTOUT FOR 4)Q OUTLOOKER CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUTLOOKER CUTOUT FOR 4)Q OUTLOOKER OFF STUD 1x4 ADD -0N. ATTACH WITH 8d NAILS AT 9" o.c. 4)Q OUTLOOKER DETAILS OVER STUD W ,M M, r 1100 M W AM r r am M M Ml! s, ,M 40 MW M Compression web bracing shown on CompuTrus designs is to resist buckling of those webs. An COmpuTr us. Inc. alternate method to brace the 2x4 bracing shown on a single member truss is to attach "T" bracing. Custom Software Engineering Manufacturing T bracing is a 2x member placed flat on the web as shown in the figures. FILE NO: Lateral Brace Detail DATE: 07/23/08 SEQ: 2787671 IBC 2009 / CBC 2010 1-2x4 Brace Required See appropriate CompuTrus Engineering 2x4 T Brace 'Ar -- Web 2 or 3-2x4 Braces Shown See appropriate CompuTrus Engineering 2xx66 T Brace 2x4 T Brace f -4*— Web Web44 The T brace must be at least 80% of the web length and is attached with 10d nails at 6"o.c. throughout. Typical at trusses 24"o.c. only. If a 2x4 or 2x6 web requires a single brace, a 2x4 T brace maybe substituted. If a 2x4 or 2x6 web requires 2 or 3 braces, a single 2x6 T brace or a 2x4 T brace attached to the top and bottom of the web maybe substituted. The T brace(s) must be of equal or better material than the web. Restraint required at each end of brace and at 20' intervals. Lateral Brace Trusses at 24"o.c. typical 2x4 lateral brace with 2-10d nails per truss. Refer to✓CompuTrus Eng. Brace must be 80% of the length of the web. Aft. Lateral Brace 2x4 T Brace with 1✓0d nails at 6"o.c. CampuTrus. Inc. Custom Software Engineering Manufacturing END VERTICAL MAY BE OMITTED IF TOP CHORD IS ADEQUATELY SUPPORTED. M -1x3 SEE CHART 2x4 or 2)6 I 2x4 or 2x6 M -2.5x4 M -1x3 I SEE CHART FOR MAX SPANS I. AND LUMBER GRADES - NOTE: CONNECTOR PLATES SIZED FOR HANDLING ONLY AND MAYBE REPLACED WITH EQUAL FASTENER. DEFLECTION CRITERIA (MAXIMUM ALLOWABLE) SLOPE < 4:12 = U240 LIVE LOAD SLOPE — 4:12 = U180 LIVE LOAD IF DL — .5 LL (ALL SLOPES) = U180 TOTAL LOAD CEILING JOIST = U240 LIVE LOAD FILE Rafter/End Jack Chart NO: DATE: 07/01/09 REF: 25-1 RAFTER SPAN CHARTS - 2006 LOAD DURATION INCREASE = 1.25 SPACING = 24 O.C. RAFTER SLOPE RAFTER SLOPE RAFTER SLOPE <= 4/12 >= 4-7/12 >= 7-12/12 TC LLPSF 20 20 16 16 16 16 TC DL PSF 8 15 7 14 7 14 TOTAL I (PSF) 1 28 1 35 23 1 30 23 1 30 SIZE GRADE SPECIE 2x4 SS DF 9-7-8 9-2-0 10-0-8 9-4-8 9-4-0 8-8-8 2x4 #1&BTR DF 9-5-8 8-9-0 9-10-8 9-2-8 9-2-0 8-7-0 2x4 #1 DF 9-1-8 8-2-8 9-8-8 8-9-0 8-11-8 8-5-0 2x4 #2 DF 8-7-0 7-8-0 9-4-0 8-3-0 8-10-8 8-2-0 2x4 CONST DF 7-0-0 6-9-0 8-2-8 7-3-0 8-2-0 7-2-0 2x4 STUD DF 6-" 5-10-0 7-2-0 6-3-8 7-1-0 6-3-0 2x4 STAND DF 5-7-8 5-1-0 6-2-8 5-4-8 6-2-0 5-5-0 2x4 SS HF 9-1-8 8-8-8 9-6-0 8-10-8 8-10-8 8-3-0 2x4 #1&BTR HF 8-11-0 8-4-8 9-4-0 8-8-8 8-8-0 8-1-0 2x4 #1 HF 8-11-0 8-0-0 9-4-0 8-6-8 8-8-0 8-1-0 2x4 #2 HF 8-5-0 7-7-0 8-11-0 8-1-8 8-3-8 7-9-0 2x4 CONST HF 7-4-8 6-7-8 8-1-8 7-2-0 8-0-8 7-1-0 2x4 STUD HF 6-6-8 5-10-0 7-1-8 6-3-8 7-0-8 6-2-8 2x4 STAND HF 5-8-0 5-1-0 6-2-8 5-5-8 6-1-8 5-5-8 2x4 240OF MSR 9-9-8 9-4-0 10-2-8 9-6-0 9-6-0 8-10-8 2x4 210OF MSR 9-5-8 9-0-0 9-10-8 9-2-8 9-2-0 8-7-0 2x4 1950F MSR 9-3-8 8-10-8 9-8-8 9-0-8 9-0-8 8-5-0 2x4 180OF MSR 9-1-8 8-8-8 9-6-0 8-10-8 8-10-8 8-3-0 2x4 165OF MSR 8-11-0 8-6-8 9-4-0 8-8-8 8-8-0 8-1-0 2x4 145OF MSR 8-0-8 8-0-8 8-11-0 8-4-0 8-3-8 7-9-0 2x6 SS DF 14-8-8 14-0-0 15-4-0 14-3-8 14-3-8 13-3-8 2x6 #1&BTR DF 14-2-0 12-8-8 15-1-0 13-7-8 14-0-8 13-0-8 2x6 #1 DF 13-3-0 11-10-0 14-5-8 12-8-8 13-10-0 12-7-8 2x6 #2 DF 12-4-8 11-1-8 13-6-8 11-11-0 13-6-0 11-10-0 2x6 STUD DF 9-7-0 8-7-8 10-6-8 9-3-8 10-5-8 9-2-8 2x6 SS HF 13-11-0 13-3-0 14-6-0 13-6-0 13-6-0 12-7-0 2x6 #1&BTR HF 13-6-0 12-2-0 14-2-8 13-0-8 13-2-8 12-3-8 2x6 #1 HF 12-11-0 11-0-8 14-1-8 12-5-0 13-2-8 12-3-8 2x6 #2 HF 12-2-8 10-11-0 13-4-0 11-9-0 12-7-8 11-7-8 2x6 STUD HF 9-7-0 8-7-0 10-6-0 9-3-0 10-5-0 9-2-0 2x6 240OF MSR 14-11-0 14-2-8 15-7-0 14-0-0 14-7-0 13-6-0 2x6 210OF MSR 14-5-8 13-9-0 15-1-0 14-0-8 14-0-8 13-0-8 2x6 1950F MSR 14-2-0 13-6-0 14-9-8 13-9-8 13-10-0 12-9-8 2x6 180OF MSR 13-11-0 13-3-0 14-6-0 13-6-0 13-" 12-7-0 2x6 165OF MSR 13-7-8 12-11-8 14-2-8 13-3-0 13-2-8 12-3-8 2x6 1450E I MSR 13-0-0 12-4-8 13-7-0 12-8-0 12-7-8 11-9-0 CompuTrus. Inc. Custom Software Engineering Manufacturing PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 8'-0" AT HIP NO. 1 WITH CEILING LOAD OF 10psf 3-11 L Bottom chord of Hip 2'-0° octypical No. 1 truss NOTE: Attach 2x4 Doug Fir pressure block to bottom chord of hip no. 1 with 4-16d nails. Bottom chords of end joints are attached with 3-10d nails at each end of the pressure block. FILE NO: PRESSURE BLOCKING DATE: 01/20/08 REF: 15,25-1 DES: SC IBC 2009 / CBC 2010 Od Hip No. 1 truss 3-10d r. man M ' M M M M M M M M � � 4=. Ml M M CampOrus. Inc. Custom Software Engineering Manufacturing Plate Pitch 0 -3x4 2.82-3.00 M -3x8 M -3x5 M -3x8 3.00-4.50 M -3x8 M -3x5 M -3x8 4.50-6.00 M -3x6 I M -3x5 M -3x8 12 2.82-6.00 Deflection Criteria: Live Load = U240 Dead Load = U180 VIb -1-- Extensions must be supported every 4-0-0 max. Extensions may be plated as shown for additional length. Use M -3x8 plate for 2x4 lumber, M -5x8 for 2x6. X Varies with pitch 0 - Do not overcut ripped chords. § - Shim all supports solid to bearing Refer to Max Setback R = 347# max. W = 1.5" min. 4 over 2 supports 10- R = 694# max. W = 1.5" min. FILE NO: Hip Rafter -2x6(1.25) DATE: 07/01/09 SEQ: 2787668 IBC 2009/CBC 2010 Block • Plat9 • R9ised Heel 2x4 M -3x6 A 2x6 M -3x8 M -3x5 2x8 M-3 10 2x10 M -3x12 r� �u 1.5" min. • • �__{� • • 18" min. Cantilever - Note: Max Setback is from inside of bearings EXP. 3/31/13 Q- iG�� t NG1N�� Q Note: tTFOF CpLtEG�� Conventional framing is not the responsibility of the truss designer, plate manufacturer nor the truss fabricator. Framers erecting trusses are cautioned to seek the advice of a local, professional engineer regarding conventional framing. -3x4 A M -3x4 2x4, 2x6, 2x8, 2x10 block FL grade Lumber Grades TC LUDL Max Setback TC LUDL Max Setback SPF1650F(1.5E) 20f7 = 27# -8-8-0 2014 = 34# -8-0-0 SPF2100F(1.8E) 2017 = 27# -8-10-0 20/14 = 34# -8-4-0 - Note: Max Setback is from inside of bearings EXP. 3/31/13 Q- iG�� t NG1N�� Q Note: tTFOF CpLtEG�� Conventional framing is not the responsibility of the truss designer, plate manufacturer nor the truss fabricator. Framers erecting trusses are cautioned to seek the advice of a local, professional engineer regarding conventional framing. r i m M IMM M MIM M r m m m ,iam- m Mae //,",�r-131MPuTrus. Inc. Custom Software Engineering Manufacturing TYPICAL ROOF TRUSS LAYOUT ALTERNATE FRAMING DETAIL AROUND 30" ACCESS I 24' I 24" 24' I 24" 24" I 24" I 24' —1 1 1 NOTE: REFER TO APPROPRIATE ENGINEERING DETAIL FOR TRUSS TYPES DESIGNED FOR OVERSPACING. ADJUSTED ROOF TRUSS LAYOUT single member common (net 24" o.c.) I 24" 24' I 21' 30" clear 21'' 2I 4 I 24' Section A -A FILE NO: 30" ATTIC ACCESS DATE: 07/23/08 REF: 25-1 DES: JAB IBC 2009 / CBC 2010 Ladder Frame Between trusses with 2x4 at 48" o.c. Section A -A (bottom view) EXP. 3131113 OF X111111 -=M M= PIGGYBACK STANDARD 1of2 MINIMUM LUMBER SPECIFICATIONS (OF ONLY) TC: 2x4 DF #2 BC: 2x4 DF #2 WEBS: 2x4 OF STD/STUD TC LATERAL SUPPORT — 12"OC. UON. MM M MM M .. M " M M M M PIGGYBACK TRUSS SPAN UP TO 16'- 0.0° LOAD DURATION INCREASE = 1.25 MAX. SPACING = 24.0" O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 1.0 PSF TOTAL LOAD = 36.0 PSF MAXIMUM WIND SPEED = 100mph, MAX MEAN ROOF HEIGHT = CATEGORY II, BUILDING EXPOSURE B or C ENCLOSED STRUCTURE, GABLE END ZONE ASCE 7-05, DURATION OF LOAD INCREASE = 1.60 ** 2x4 stripping required as shown. NOTE: STRUCTURAL TRUSS SHOWN BELOW PIGGYBACK TRUSS IS Join to bottom section of truss with FOR ILLUSTRATION PURPOSES ONLY. REFER TO APPLIC- 2-16d nails and top section with 2-16d ABLE COMPUTRUS DESIGN FOR STRUCTURAL TRUSS BELOW. toenailed to stripping. Stripping spaced at 2'-0" oc maximum. Connections are for vertical loads only. 16'-0° max 4'-0" max 4'-0" max 4'-0" max 4'-0" max M -4x4 4.0" JOB NAME: STANDARD CAP TRUSS DF EXP. 3/31/13 3/2Z111'< N NERA TE le o ervn not P 16 ib ec6 c tra r should (".s..,'wdhor:' l Genes This ss si i u e for a igr sh R iew Truss: nd min st tion aend e b tiry t g st r. t the2 4 c o eb b i be sleshe Crus esig Cru n DES. BY • MJ DATE: 3/22/2011 3. All lateral force resisting elemen s such as temporary and permanent De n Ass the a o hords late at and at 10• hino.csuch arespecs plyely unless braced throughout their lenggt by stability bracing must be designed by designer of complete structure. 2• continuous continuous sheathing such as plywood sheathing(TC) and/or drywaggaC). CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ w 7 ,1 SEQ. : w / 90243 4. No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 306829 111111111 1111 111111111 1111111111 11111 design bads be applied to any component. and are for *dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge it necessary. labricotion, hand8ng, shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set IoM by 8. Plates shell be located on both faces otruss, and placed so their center TPI/WfCA in SCSI, copies of which will be furnished upon request, lines coincide with joint center tines. 9. Digits indicate size of plate in inches. as connector plate design values see ESR -2529 (CompuTrus) CompuTrus, Inc. Software +7.5.2.2F(1 Q -Z 10. For basic and/or ESR -1311, ESR -1988 (g iTek). DF EXP. 3/31/13 3/2Z111'< TRUSS PAN 0. PIGGYBACK STAN DAR D 2 o f 2 PIGLOADCDURATIONSINCREASE0=116.25 0" LUMBER SPECIFICATIONS MAX. SPACING = 24.0" O.C. TC: 2x4 SPF 1650F or HF #2 BC: 2x4 SPF 1650F or HF #2 LOADING WEBS: 2x4 SPF 165OF or. HF STD/STUD LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 1.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 36.0 PSF r tripping required as shown. Join to bottom section uss with 2-16d nails and top section with 2-16d toe- d to stripping. Stripping spaced at 2'-0' oc maximum. ctions are for vertical loads only. e nail on plates where shown. Use Simpson TP39 or USP NP39 h face of truss at 48'oc throughout. Use 8d x 1 1/2' COMMON Do not use holes within 1.5" of the edge of member. Apply s from each face in each member. Nails must be staggered and y divided between front and back face. MAXIMUM WIND SPEED = 1OOmph, MAX MEAN ROOF HEIGHT = 20ft. CATEGORY II, BUILDING EXPOSURE B or C ENCLOSED STRUCTURE, GABLE END ZONE ASCE 7-05, DURATION OF LOAD INCREASE = 1.60 NOTE: STRUCTURAL TRUSS SHOWN BELOW PIGGYBACK TRUSS IS FOR ILLUSTRATION PURPOSES ONLY. REFER TO APPLIC- ABLE COMPUTRUS DESIGN FOR STRUCTURAL TRUSS BELOW. 16'-0" max 4'-0" max 4'-0" max 4'-0" max 4'-0" max M -4x4 4.0" JOB NAME: STANDARD CAP TRUSS HF OR EXP. 3/31/13 ,.3/2zIII '< SPF iW ectl c tra r should rsed of ell Gen es i efora rg ar sh iew 0ft`tyf Truss: DES. BY: DATE • MJ 3/22/2011 nd rnin st Gon a 4 c o b b i be sial where sha stability bracing must be designed b designer of complete structure. N 0 9 Y 9 W CompuTrus assumes no responsibility for such bracing. e g esr r,2 mness-s, mrtru ^3.AlllaDethe a o hords late at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywa8(BC). 3. 2x Impact bridging or lateral bracing required where shown t + SEQ. : TRANS A A A 4790244 I D : 306829 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth M 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, and are for "dry condition' of use. 6. Design assumes full beadng at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shell be located on both laces of truss. and placed so their center 111111 I III III I IIIII II I IIIII IIIII I II IIIITPINVECA in SCSI, copes of which will be furnished upon request. lines coincide with joint center Ines. 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software +7.5.2.2F(1 Q -Z 10. For basic connector ate design values see ESR -2529 (CompuTrus) and/or ESR -1311, E R-1988 (MiTek). HF OR EXP. 3/31/13 ,.3/2zIII '< SPF CompuTrus. Inc. Custom Software Engineering Manufacturing FILE NO: Bearing Block Detail DATE: 01/20/08 SEQ: 2787667 IBC 2009 / CBC 2010 Detail shows minimum spacing for a single bearing block. Double nail spacing and stagger nailing for two blocks. Greater spacing may be required to avoid splitting. A. Edge distance and spacing between staggered rows of nails (6 nail diameters) B. Spacing of nails in a row (12 nail diameters) C. End distance (15 nail diameters) If nail holes are pre -bored, some spacing maybe reduced by the following amounts: Spacing may be reduced by fifty percent (50%) Spacing may be reduced by thirty-three percent (33%) Bearing block to be the same specie, grade and size as bottom chord (see approved CompuTrus engineering) H Length of Block Varies (See approved CompuTrus engineering) Nail Line A B' B' 2 A AA A AL Direction of load and nail rows IF Mabmum Nail Lines (by Bottom Chord Size Minimum Nail S aci Distance in inches Nail Type 2x4 2x6 2x8 2x10 2x12 A B' C" 8d Box .113"x2.5" 3 6 9 12 15 3/4 13/8 13/4 10d Dux '.120"A3' 3 6 7 10 17 7/11 151a 2 12d Box .128"x3.25" 3 5 7 10 12 7/8 1 5/8 2 16d Box .135"x3.5" 3 5 7 10 12 7/8 15/8 21/8 20d Box .148"x4' 2 4 5 6 8 1 1 17/8 21/4 8d Common .113"x2.5" 3 5 7 10 12 7/8 15/8 2 10d Common .128"x3" 2 4 6 8 10 1 17/8 21/4 12d Common .128"x3.25" 2 4 6 8 10 1 1 7/8 21/4 16d Common .135"x3.5" 2 4 6 8 10 1 2 21/2 .120"x2.5" Dia Gun 3 6 8 11 14 3/4 1 1/2 1 7/8 .131"x2.5" Dia Gun 3 5 7 10 12 7/8 1 5/8 2 120"x3.0" Dia Gun 3 6 8 11 1 14 3/4 1 1/2 1 7/8 131"x3.0" Dia Gun 3 1 5 7 10 1 12 7/8 1 5/8 2 1 1 1 1 W TIMBER PRODUCTS INSPECTION May 17, 2010 To Whom It May Concern: This is to verify that Spates Fabricators, Inc. of Thermal, CA is a Subscriber in the Timber Products Inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program since June, 1990. The TP and GTI Truss Quality Auditing Programs are recognized by the International Accreditation Service (IAS) with the assigned number of AA -664. TP and the GTI quality assurance marks have been recognized in the West by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannounced, third party audits at Spates Fabricators, Inc. of Thermal, CA. This facility is currently in good standing in the TP Truss Quality Auditing Program. Spate's Fabricators, Inc. personnel are authorized to apply the GTI quality mark to trusses that are manufactured in accordance with the latest revision of the ANSI/TPI ' Standards. All stamping takes place at the truss manufacturing facility, under supervision of qualified plant personnel. 1 If you have questions regarding the status of any plant in the TP/GTI Program, please contact me on my cell 208.818.7869. ' Sincerely, TIMBER PRODUCTS INSPECTION & C.4, 4ra,;v .00044 ' Brian Hensley Truss Manager — Western Division X Xc: File ' 105 SE 124th Avenue �. P.O. Box 919 - 1641 Sigman Road Vancouver, Washington 98684Conyers, Georgia 30012 ' 360/449-3840 • FAX: 360/449-3953 770/922-8000 - FAX: 770/922-1290 t 1 ICC -ES Evaluation Report ESR -1988 www.icc-es.ora 1 (800) 423-6587 1 (562) 699-0543 1 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood -frame trusses. 3.0 DESCRIPTION 3.1 MiTeO TL18 and MT18: Models TL18 and MT18 metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2 -inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. Reissued June 1, 2010 This report is subject to re-examination in two years. A Subsidiary of the International Code Council® 3.2 MiTek® MTI8HSTM: Model MT18HSTM metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653, Grade 60, high-strength, low -alloy steel (HSLAS) with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plate has teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2 -inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 3.3 MiTek® TL20 and MT20TM: Models TL20 and MT20TM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have teeth 3/a inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in '/2inch width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances provided by the Truss Plate Institute's Quality Criteria for Metal Plate Connected Wood Trusses, shown as Section 4 in ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction. ICC -ES Evaluation Reports are not to be consented as representing aesthetics or any other attributes not specifically addressed, nor are they to be cmulnred ' as an endorsement of the subject of the report or a recommendation for its nue. There is no warranty by ICC Evaluation Service. LLC. express cr implied as iffil Nwwto anyfhnding or other matter in this report, oras to any product covered by the report. Wim, -vM ' Copyright © 2010 Pagel of 4 IPDF created with pdfFactory trial version www.pdffactory.com DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 06 17 53 -Shop -Fabricated Wood Trusses ' REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 ' www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: TL18, MT18, ' MTI8HSTM, TL20 and MT20 1.0 EVALUATION SCOPE ' Compliance with the following codes: ■ 2009 International Building Code® (2009 IBC) ■ 2009 International Residential Code® (2009 IRC) ■ 2006 Intemational Building Code® (2006 IBC) ' ■ 2006 Intemational Residential Code® (2006 IRC) ■ 1997 Uniform Building CodeTM (UBC) Property evaluated: ' Structural 1 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood -frame trusses. 3.0 DESCRIPTION 3.1 MiTeO TL18 and MT18: Models TL18 and MT18 metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2 -inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. Reissued June 1, 2010 This report is subject to re-examination in two years. A Subsidiary of the International Code Council® 3.2 MiTek® MTI8HSTM: Model MT18HSTM metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653, Grade 60, high-strength, low -alloy steel (HSLAS) with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plate has teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2 -inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 3.3 MiTek® TL20 and MT20TM: Models TL20 and MT20TM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have teeth 3/a inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in '/2inch width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances provided by the Truss Plate Institute's Quality Criteria for Metal Plate Connected Wood Trusses, shown as Section 4 in ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction. ICC -ES Evaluation Reports are not to be consented as representing aesthetics or any other attributes not specifically addressed, nor are they to be cmulnred ' as an endorsement of the subject of the report or a recommendation for its nue. There is no warranty by ICC Evaluation Service. LLC. express cr implied as iffil Nwwto anyfhnding or other matter in this report, oras to any product covered by the report. Wim, -vM ' Copyright © 2010 Pagel of 4 IPDF created with pdfFactory trial version www.pdffactory.com 1 1 1 1 11 1 ESR -1988 I Most Widely Accepted and Trusted Page 2 of 4 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these truss plate connectors, must be accompanied by documentation showing that the design, manufacture, and proposed installation conform with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, ' fabrication, quality assurance and special inspection, refer to ANSI/TPI 1, engineering drawings and the applicable code. 5.4 The design values (lateral resistance values, effective tension strength ratios, and effective shear resistance ratios) used in the design of trusses, using MiTek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 1 1 5.5 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code, and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4.5 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in St. Charles, Missouri; Phoenix, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1- 2007. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the MT20Tm plate is embossed "MT20"). Additionally, boxes containing the connector plates must be labeled with the MiTek® Industries name, the metal connector plate model, and the evaluation report number (ESR -1988). IPDF created with pdfFactory trial version www.pdffactory.com t ri 1 t 1 1 1 11 ESR -1988 I Most Widely Accepted and Trusted Page 3 of 4 TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (ib/in'/PLATE) LUMBER SPECIES SG AA EA AE EE Pounds/ inch/Pair of Connector Plates Efficiency TL18, MT18, MTI8HSTm, TL20 and MT20Tm Efficiency Pounds/ inch/Pair of Connector Plates Douglas fir -larch 0.49 248 203 170 171 Hem -fir 0.43 188 159 133 141 Spruce -pine -fir 0.42 206 162 125 122 Southem pine 0.55 244 192 171 178 For SI: 1lb/in` = 6.9 kPa. NOTES: 'Tooth -holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, Oates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load. EA = Plate perpendicular to load, wood grain parallel to load. AE = Plate parallel to load, wood grain perpendicular to load. EE = Plate perpendicular to load, wood grain perpendicular to load. 'All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial -embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2 --EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' PROPERTY FORCE DIRECTION TL18 AND MT18 MT18HSTm TL20 AND MT20Tm Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Tension values in accordance with Section 5.4.4.2 of TPI -1 (Minimum Net Section over the joint)Z Tension @ 0° 0.5 1149 0.48 1596 0.49 857 Tension @ 90° 0.52 1208 0.5 1671 0.49 854 Tension values in accordance with TPI -1 with a deviation [see Section 5.4.9 (e) 1] (Maximum Net Section Occurs over the joint) Tension @ 01 0.59 1349 0.59 1975 0.59 1035 Tension @ 90° 0.53 1214 0.51 1727 0.49 861 Shear Values Shear @ 0° 0.56 874 0.55 1099 0.51 604 Shear @ 300 0.66 1023 0.57 1153 0.74 876 Shear @ 60° 0.83 1283 0.74 1492 0.82 970 Shear @ 90° 0.49 757 0.52 1052 0.58 686 Shear @ 120° 0.39 608 0.4 802 0.42 498 Shear @ 150° 0.45 702 0.37 745 0.5 592 For SI: 1 Ib/inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: 'Minimum coated thickness is 0.0356 inch (0.904 mm) for 20 gage, or 0.0466 inch (1.184 mm) for 18 gage in accordance with Section 4.3.4 of ANSlrrPI 1. Minimum coating thickness for G60 is 0.0010 inch (0.025 mm) total for both sides in accordance with Section 4.3.6 of ANSI/TPI 1. 2Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 'Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. I PDF created with pdfFactory trial version www.pdffactory.com i ESR -1988 i Most Widely Accepted and Trusted Page 4 of 4 0.125"0.25011 '3.2 mm 6.4 mm „mm � 000000000000 � � Ci 000000000000 � E 0000a0000000 �VVIDTH �000000000000 0.375" 9.5 mm MT18, TL18, MT18HS, MT2 o, TL2 o FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (inches) (1 inch = 25.4 mm) i 1. 1 ' PDF created with pdfFactory trial version www.pdffactory.com